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FOUNDATION CALCULATIONS - 14-00315 - Monkey Bars - New Commercial Building
84'x150' Metall Building MVE #140577 MONKEY BARS Rexburg, Idaho Contractor: STEEL VISION CONSTRUCTION P.O. Box 21 Rigby, ID 83442 Metal Building Supplied By: BENLEN BUILDING SYSTEMS 4025 East 23rd Street Columbus, NB 68602 Foundation Design by: MOUNTAIN VIEW ENGINEERING, INC. 345 North Main Brigham City Utah 84302 Phone (435) 734-9700 Fax (435) 734-9519 SFP 0 2 2014 16 pages of Calculations MOUNTAIN VIEW ENGINEERING, INC. 345 North Main Brigham City Utah 64302 Phone (435) 734.9700 Fax (435) 734.9519 Page: 1 Job: MVE #140577 STEEL VISION CONSTRUCTION Date: 08/29/14 Subject: MONKEY BARS By: A Building Descr: 84'x150' Metal Building Location: Rexburg, Idaho DESIGN CRITERIA: Ground Snow Load 50 psf Roof Snow Load 35 psf Roof Live Load 20 psf Roof Collateral Load 3 psf Code: 2012 IBC SDS Seismic Design Category Site Class Other Loads: Soil Bearing Frost Depth Notes: 0.643 D D 1500 psf (assumed) 34 inches Reactions per Behlen System drawings. Concrete and Reinforcement: Wind Speed 115 mph Exposure C Importance Factor 1 Concrete Strength 3000 P.S.I. for Foundations 3500 P.S.I. for Slabs 2500 P.S.I. Used for design, no special inspection required. Rebar - ASTM A615 grade 60 N345MOUNTAIN VIEW Page: 2 ENGINEERING) INC. Job: MVE #140577 STEEL VISION CONSTRUCTION Date: 08/29/14 North Main Brigham City Utah 84302 Subject: MONKEY BARS By: ADK Phone (435) 734.9700 Fax (435) 734.9519 Description: 84'x150' Metal Building Location: Rexburg, Idaho Pp,L = 111.1 kips FH = 37.9 kips Uplift = 15.7 kips Sidewall Footinq (Line 2 I Grid A) Use 10 ft. x 10 ft. x 24 inch deep footing Horizontal Force Use rebar tension ties across the building to resist horizontal force at the column base. Top of Pier to Center of Ties = 11 in Number of Ties = 4 ties Tensile Strength of Rebar = 24 ksi Tie Size = #6 rebar Area Required = 1.579 inA2 Use (4) #6 tension ties. Weights Rebar fy = Passive Soil Resistance psi Moment in Footing (Mu, ULT) = Weight of Pier = 0.87 kips Wall Length for Passive Res. = 10 ft Weight of Soil Above Footing = 9.03 kips Ftg. Width for Passive Res. = 10 ft Weight of Spot Footing = 29.00 kips Passive Earth Pressure = 200 psf/ft Weight of Continuous Wall = 2.47 kips Passive Res. (Spot Footing) = 8.00 kips Weight of Continuous Ftg. = 0.00 kips Passive Res. (Wall & Pier) = 1.00 kips Passive Res. (Cont. Ftg.) = 0.00 kips Use Passive Res. to Resist Moment? YES Total Passive Resistance = 9.00 kips Check Soil Bearing Allowable Bearing Pressure = 1500 psf Moment Arm = 0.9167 ft Top of Wall to Grade = 12 in P (total) = 140.97 kips OS Conc, to CL A.R. = 12.25 in Overturning Moment = 34.742 kip*ft Pier Width = 18 in OTM Eccentricity = 3.0 inches Pier Depth (wall included) = 24 in Footing Offset = 1.5 inches Pier Height = 24 in Offset Resisting Moment = 17.62 kip*ft Wall Thickness = 8 in Passive Resisting Moment = 7.67 kip*ft Wall Height = 36 in Net Eccentricity = 0.8 inches Footing Width = 16 in B/6 = 20 inches OK Footing Depth = 8 in Recheck Bearing Pressure, q (max.) = qlaft Weight of Footing and Pier = Weight of Soil Above Footing = Weight of Cont. Wall & Footing = Total = 1466 psf OK 29.87 kips 9.03 kips 2.47 kips 41.37 kips Offset footing 1.5 inches. Wall Length used for Uplift = Cont. Ftg. Length for Uplift = Factor of Safety = Check Footina Flexure (Reinforcing in Direction of Horizontal Force q (min.) = 1353 psf Rebar d' = 3.5 in OS Footing Edge from Wall = 4.104 ft Rebar d = 20.5 in q (at face of wall) = 1420 psf Rebar fy = 60000 psi Moment in Footing (Mu, ULT) = 155.39 k*ft Concrete fc = 2500 psi As (req'd by calc.) = 1.695 inA2 ACI 7.12 As (min) = 5.184 inA2 Opposite Direction Reinforcing Options 26 #4 bars Min. Steel Ratio = 0.0018 17 #5 bars As per ACI 7.12 12 #6 bars Check Footing Shear Shear in Footing (Vu, ULT) = 75.72 kips Required Thickness = 11.91 in OK 10 ft 10 ft 2.63 > 1.0 OK Options 26 #4 bars 17 #5 bars 12 #6 bars Use (10) #6 bars each way at bottom of footing and use (10) #4 bars each way at top of footing. For Pier Design **See pier calculation on page 3. Nu = 178 kips Mu = 56 kip*ft Vu = 61 kips V345MOUNTAIN VIEW ENGINEERING, INC. Job: MVE #140577 STEEL VISION CONSTRUCTION North Main Brigham City Utah 84302 Subject: MONKEY BARS Phone (435) 734.9700 Fax (435) 734.9519 Description: 84'x150' Metal Building Location: Rexburg, Idaho Concrete Column Analysis (ACI 318) For X -Axis Flexure with Axial Compression or Tension Load Assuming "Short", Non -Slender Member with Symmetric Reinforcing Page: 3 Date: 08/29/14 By: ADK Input Column Geometry f = 2500 psi Bar Size = 5 Total # of Bars 10 b fy = 60 ksi # of Bars b Face 3 Tie Size = 4 _ d'= 2.375 in # of Bars h Face 4 • * • b = 18 in In = 24 in Placement of Reinforcement Steel lit = 0.65 d A Loading Edge Layer (d1) 21.63 0.93 Pix = 177.8 kips Interor Layer (d2) 15.21 0.62 Mux = 55.6 kip -ft Interor Layer (d3) 8.79 0.62 Vux = 60.6 kips Edge Layer(d4)2.38 0.93 X-AXIS INTERACTION DIAGRAM 800 ...... Limits of Interaction Diagram ® Design Loads 700 "'•— — — Max. Allowable Axial Load (k) 500 ___—•+-�— —_ _ 500 - I 400 — x 300 0200 -- 100 -- t --t-- -- ------ �' -- 0 -100 -- - -- l ----- -- -- — -- - - -200 ---- ---------- --- ----- -300 0 50 100 150 200 250 300 OMnx (k -ft) Shear Design �V, = 35.2 �V,12 = 17.6 V„ > OVJ2 If V, > OVJ2 then vertical spacing of ties shall not exceed the least of: s max = A f,,/(0.75v(f,' )b) = 35.556 in s max = Arf,,/(5ob) = 26.667 in s max = d/2:5 24 in = 10.813 in X.-._ ----- .--- ,------- .----- h • • d; Y Typical Member Section DESIGN LOADS FALL WITHIN THE LIMITS OF THE INTERACTION DIAGRAM, THEREFORE, USE (10) # 5 VERTICAL BARS IN COLUMN. If VU > OV, then vertical spacing of ties 4*(fC)A0.5*b*d = 58.4 kips shall not exceed the least of: Vs = 25.4 kips s max = 15.301 s max = 10.813 if Vs <= i[I4*(fC)A0.5*b*d, s = d/2 <=24 s max = 5.4063 if Vs > 1114*(fC)A0.5*b*d, s = d/4 <=12 USE # 4 TIES AT 8.00 INCHES ON CENTER WITH (4) IN THE TOP SEVEN INCHES OF PIER. tMOUNTAIN VIEW ENGINEERING, INC. 345 North Main Brigham City Utah 84302 Phone (435) 734-9700 Fax (435) 734.9519 Job: MVE #140577 STEEL VISION CONSTRUCTION Subject: MONKEY BARS Page: 4 Date: 08/29/14 By: ADK Description: 84'x150' Metal Building Location: Rexburg, Idaho Sidewall Footings (Line 31 Grid A) Pp,L = 87.0 kips total Note: Reaction from endwall column at Line 3.1 B will fall on the footing also, so FH = 27.0 kips the reactions used for the axial footing design are cumulative. See page 5 for Uplift = 32.2 kips total analysis of endwall column horizontal force. Use 8.0 ft. x 11 ft. x 24 inch deep footing Horizontal Force Use rebar tension ties across the building to resist horizontal force at the column base Top of Pier to Center of Ties = 11 in Number of Ties = 4 ties Tensile Strength of Rebar = 24 ksi Tie Size = #6 rebar Area Required = 1.125 inA2 Use (4) #6 tension ties. Weights Passive Soil Resistance Weight of Pier= 0.87 kips Wall Length for Passive Res. = 8 ft Weight of Soil Above Footing = 7.57 kips Ftg. Width for Passive Res. = 8 ft Weight of Spot Footing = 24.36 kips Passive Earth Pressure = 200 psf/ft Weight of Continuous Wall = 1.89 kips Passive Res. (Spot Footing) = 6.40 kips Weight of Continuous Ftg. = 0.00 kips Passive Res. (Wall & Pier) = 0.80 kips Passive Res. (Cont. Ftg.) = 0.00 kips Use Passive Res. to Resist Moment? YES Total Passive Resistance = 7.20 kips Check Soil Bearing Allowable Bearing Pressure = 1500 psf See Enercalc combined footing soil bearing analysis on pages 6 & 7. Ualift Weight of Footing and Pier = 25.23 kips Wall Length used for Uplift = 20 ft Weight of Soil Above Footing = 7.57 kips Cont. Ftg. Length for Uplift = 20 ft Weight of Cont. Wall & Footing = 6.91 kips Total = 39.71 kips Factor of Safety = 1.23 > 1.0 OK For Pier Design Nu = 139 kips *'Use same pier Mu = 40 kip*ft calculation on page 3. Vu = 43 kips �& Mountain View Engineering, Inc. Project Title: 345 No, Main, Suite A Engineer: Project ID: Project Descr: IS Code References Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : IBC 2012 General Information Material Properties Fc : Concrete 28 day strength = 2.50 ksi fy: Rebar Yield = 60.0 ksi Ec: Concrete Elastic Modulus = 3,122.0 ksi Concrete Density = 145.0 pcf N Values Flexure = 0.90 Shear = 0.750 Analysis Settings Min Steel % Bending Reinf. Min Allow %Temp Reinf. = 0.00090 Min. Overturning Safety Factor = 1.0 :1 Min. Sliding Safety Factor = 1.0 :1 Add Ftg Wt for Soil Pressure Yes Use ftg wt for stability, moments & shears Yes Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X -X Axis = 8.0 ft Length parallel to Z -Z Axis = 11.0 It Footing Thicknes = 24.0 in Pedestal dimensions px : parallel to X -X Axis = in pz: parallel toZ-Z Axis = in Height - in Rebar Centerline to Edge of Concrete.. at Bottom of fooling = 3.0 in Reinforcing Bars parallel to X -X Axis Number of Bars = 10 Reinforcing Bar Size = # 5 /„1 Top Js 6u}�wnt Bars parallel to Z -Z Axis li Number of Bars = 8 Reinforcing Bar Sizr = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separationig X -X Axis # Bars required within zone 84.2 # Bars required on each side of zone 15.8% 4pplied Loads P: Column Load OB : Overburden M-xx M-zz V -x V -z 87.0 24.750 Soil Design Values Allowable Soil Bearing = 1.50 ksf Increase Bearing By Footing Weight = No Soil Passive Resistance (for Sliding) = 200.0 pcf Soil/Concrete Friction Coal, = 0.250 Increases based on footing Depth Footing base depth below soil surface = 2.0 ft Allowable pressure increase per foot of deptl= ksf when footing base is below = ft Increases based on footing plan dimension Allowable pressure increase per foot of dept = ksf when maximum length or width is greater4 ft k ksf k k Mountain View Engineering, Inc. 345 No. Main, Suite Project Title: Engineer: Project Descr: Project ID: 6 (� General Footing - - File= 1%ERVERTala12014PR-11140501-11140577-11140577.ec6 - ENERCALC, INC. 19832014 Build:6.14.8.16, Ver:6.14.8.16 KW -06005072 Licensee M Description : Combined Fooling t DESIGN SUMMARY �' • Min. Ratio Item Applied Capacity Governing Load Combination j E PASS 0.9527 Soil Bearing 1.429 ksf 1.50 ksf +D+H about X -X axis I PASS 25.004 Overturning -X-X 24.750 k -ft 618.86 k -ft +D+H PASS n/a Overturning - Z -Z 0.0 k -ft 0.0 k -ft No Overturning PASS nla Sliding -X-X 0.0k 0.0k No Sliding PASS nla Sliding -Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.4828 Z Flexure (+X) 12.655 k -ft 26.211 k -ft +1.60D PASS 0.4828 Z Flexure (-X) 12.655 k -ft 26.211 k -ft +1.60D PASS 0.9171 X Flexure (+Z) 26.399 k -ft 28.786 k -ft +1.60D PASS 0.7452 X Flexure (-Z) 21.451 k -ft 28.786 k -ft +1.60D PASS 0.1897 1 -way Shear (+X) 14.228 psi 75.0 psi +1.60D PASS 0.1897 1 -way Shear (-X) 14.228 psi 75.0 psi +1.601 PASS 0.3386 1 -way Shear(+Z) 25.397 psi 75.0 psi +1.60D PASS 0.2751 1 -way Shear (-Z) 20.635 psi 75.0 psi +1.60D i PASS 0.5056 2 -way Punching 75.843 psi 150.0 psi +1.60D i MOUNTAIN VIEW ENGINEERING, INC. 345 North Main Brigham City Utah 84302 Phone(435)734-9700 Fax(435)734-9519 Job: MVE #140577 STEEL VISION CONSTRUCTION Subject. MONKEY BARS Description: 84'x150' Metal Building Location: Rexburg, Idaho Endwall Column (Line 3.1 / Grid B) FH = 13.4 kips Horizontal Force Use rebar hairpins to resist horizontal force. As req'd = 0.32 in2 L req'd = 8.5 ft - reinf. slab (6x6 W1.4xW1.4 min.) L req'd = 13 ft - unreinforced slab Page: Date: 08/29/14 By: ADK Use # 6 hairpin w/ 14 foot legs. MOUNTAIN VIEW ENGINEERING, INC. Job: MVE #140577 STEEL VISION CONSTRUCTION 345 North Main Brigham City Utah 84302 Subject: MONKEY BARS Phone (435) 734-9700 Fax (435) 734-9519 Description: 84'x150' Metal Building Location: Rexburg, Idaho PD+(= 68.2 kips FH = 37.7 kips Uplift = 17.4 kips Sidewall Footing (Line 2 I Grid F) Page: 8 Date: 08/29/14 By: ADK Use 8.0 ft. x 8.0 ft. x 20 inch deep footing Horizontal Force Use rebar tension ties across the building to resist horizontal force at the column base. 1235 Top of Pier to Center of Ties = 11 in Number of Ties = 4 ties Tensile Strength of Rebar = 24 ksi Tie Size = #6 rebar Area Required = 1.571 inA2 Use (4) #6 tension ties. Weights 60000 Passive Soil Resistance Moment in Footing (Mu, ULT) = 76.41 Weight of Pier = 0.87 kips Wall Length for Passive Res. = 8 ft Weight of Soil Above Footing = 5.57 kips Fig. Width for Passive Res. = 8 ft Weight of Spot Footing = 15.47 kips Passive Earth Pressure = 200 psf/ft Weight of Continuous Wall = 1.89 kips Passive Res. (Spot Footing) = 4.89 kips Weight of Continuous Ftg. = 0.00 kips Passive Res. (Wall & Pier) = 0.80 kips Passive Res. (Cont. Ftg.) = 0.00 kips Use Passive Res. to Resist Moment? YES Total Passive Resistance = 5.69 kips Check Soil Bearina Allowable Bearing Pressure = 1500 psf Moment Arm = 0.9167 ft Top of Wall to Grade = 12 in P (total) = 84.54 kips OS Conc. to CL A.R. = 12.25 in Overturning Moment = 34.558 kip*ft Pier Width = 18 in OTM Eccentricity = 4.9 inches Pier Depth (wall included) = 24 in Footing Offset = 3.25 inches Pier Height = 24 in Offset Resisting Moment = 22.90 kip*ft Wall Thickness = 8 in Passive Resisting Moment = 4.32 kip*ft Wall Height = 36 in Net Eccentricity = 1.0 inches Footing Width = 16 in 6/6 = 16 inches OK Footing Depth = 8 in Recheck Bearing Pressure, q (max.) = 1407 psf OK Offset footing 3.25 inches. gl2ft Weight of Footing and Pier = 16.34 kips Wall Length used for Uplift = 20 ft Weight of Soil Above Footing = 5.57 kips Cont. Ftg. Length for Uplift= 20 ft Weight of Cont. Wall & Footing = 6.91 kips Total = 28.82 kips Factor of Safety = 1.66 > 1.0 OK Check Footing Flexure (Reinforcing in Direction of Horizontal Force q (min.) = 1235 psf Rebar d'= 3.5 in OS Footing Edge from Wall = 3.250 ft Rebar d = 16.5 in q (at face of wall) = 1337 psf Rebar fy = 60000 psi Moment in Footing (Mu, ULT) = 76.41 k*ft Concrete fc = 2500 psi As (req'd by calc.) = 1.035 inA2 ACI 7.12 As (min) = 3.456 inA2 Opposite Direction Reinforcing Min. Steel Ratio = 0.0018 As per ACI 7.12 Check Footing Shear Shear in Footing (Vu, ULT) _ Required Thickness = Use (9) #5 bars each way at bottom of footing and use (9) #4 bars each wat at top of footing. For Pier Design Nu = 109 kips 47.02 kips **Use same pier Mu = 55 kip*ft 10.03 in OK calculation on page 3. Vu = 60 kips IMOUNTAIN VIEW Page: 9 ENGINEERING, INC,. Job: MVE #140577 STEEL VISION CONSTRUCTION Date: 08/29/14 345 North Main Brigham City Utah 94302 Subject: MONKEY BARS By: ADK Phone (435) 734-9700 Fax (435) 734-9519 Description: 84'x150' Metal Building Location: Rexburg, Idaho Sidewall Footing (Line 3/ Grid F) PD.L = 47.5 kips 982 psf Rebar d' = 3.5 FH = 26.9 kips OS Footing Edge from Wall = Use 7.0 ft. x 7.0 ft. x 18 inch deep footing Uplift= 20.6 kips 14.5 in q (at face of wall) = 1258 Horizontal Force Use rebar tension ties across the building to resist horizontal force at the column base. Top of Pier to Center of Ties = 12 in Number of Ties = 4 ties Tensile Strength of Rebar = 24 ksi Tie Size = #6 rebar Area Required = 1.121 inA2 Use (4) #6 tension ties. Weights inA2 Passive Soil Resistance Weight of Pier = 0.87 kips Wall Length for Passive Res. = 7 ft Weight of Soil Above Footing = 4.13 kips Ftg. Width for Passive Res. = 7 ft Weight of Spot Footing = 10.66 kips Passive Earth Pressure = 200 psf/ft Weight of Continuous Wall = 1.60 kips Passive Res. (Spot Footing) = 3.68 kips Weight of Continuous Ftg. = 0.00 kips Passive Res. (Wall & Pier) = 0.70 kips Passive Res. (Cont. Ftg.) = 0.00 kips Use Passive Res. to Resist Moment? YES Total Passive Resistance = 4.38 kips Check Soil Bearing Allowable Bearing Pressure = 1500 psf Moment Arm = 1 ft Top of Wall to Grade = 12 in P (total) = 59.03 kips OS Conc. to CL A.R. = 12.25 in Overturning Moment = 26.9 kip*ft Pier Width = 18 in OTM Eccentricity = 5.5 inches Pier Depth (wall included) = 24 in Footing Offset = 2.25 inches Pier Height = 24 in Offset Resisting Moment = 11.07 kip*ft Wall Thickness = 8 in Passive Resisting Moment = 3.12 kip*ft Wall Height = 36 in Net Eccentricity = 2.6 inches Footing Width = 16 in B/6 = 14 inches OK Footing Depth = 8 in Recheck Bearing Pressure, q (max.) = 1427 psf OK Offset footing 2.25 inches. Uplift Weight of Footing and Pier= 11.53 kips Wall Length used for Uplift = 25 ft Weight of Soil Above Footing = 4.13 kips Cont. Ftg. Length for Uplift = 25 ft Weight of Cont. Wall & Footing = 9.14 kips Total = 24.80 kips Factor of Safety = 1.20 > 1.0 OK Check Footing Flexure (Reinforcing in Direction of Horizontal Force q (min.) = 982 psf Rebar d' = 3.5 in OS Footing Edge from Wall = 2.667 ft Rebar d = 14.5 in q (at face of wall) = 1258 psf Rebar fy = 60000 psi Moment in Footing (Mu, ULT) = 44.79 k*ft Concrete f = 2500 psi As (req'd by calc.) = 0.690 inA2 ACI 7.12 As (min) = 2.722 inA2 Opposite Direction Reinforcin Min. Steel Ratio = 0.0018 Use (7) #5 bars each way at bottom of footing As per ACI 7.12 and use (7) #4 bars each wat at top of footing. Check Footing Shear For Pier Design Nu = 76 kips Shear in Footing (Vu, ULT) = 33.59 kips **Use same pier Mu = 43 kip*ft Required Thickness = 8.83 in OK calculation on page 3. Vu = 43 kips MOUNTAIN VIEW Page: 10 ENGINEERING, NG, INC. Sob: MVE #140577 STEEL VISION CONSTRUCTION Date: 08/29/14 345 North Main Brigham City Utah 84302 Subject: MONKEY BARS By: ADK Phone (435) 734-9700 Fax (435) 734-9519 Description: 84'x150' Metal Building Location: Rexburg, Idaho PD,L = 46.9 kips FH = 21.6 kips Uplift = 23.8 kips Sidewall Footings (Lines 4 - 61 Grids B & F) Use 7.0 ft. x 7.0 ft. x 18 inch deep footing Horizontal Force Use rebar tension ties across the building to resist horizontal force at the column base. Top of Pier to Center of Ties = 12 in Number of Ties = 4 ties Tensile Strength of Rebar = 24 ksi Tie Size = #5 rebar Area Required = 0.900 inA2 Use (4) #5 tension ties. Weights. Rebar fy = Passive Soil Resistance psi Moment in Footing (Mu, ULT) = Weight of Pier = 0.58 kips Wall Length for Passive Res. = 7 ft Weight of Soil Above Footing = 4.23 kips Ftg. Width for Passive Res. = 7 ft Weight of Spot Footing = 10.66 kips Passive Earth Pressure = 200 psf/ft Weight of Continuous Wall = 1.74 kips Passive Res. (Spot Footing) = 3.68 kips Weight of Continuous Fig. = 0.00 kips Passive Res. (Wall & Pier) = 0.70 kips Passive Res. (Cont. Ftg.) = 0.00 kips Use Passive Res. to Resist Moment? YES Total Passive Resistance = 4.38 kips Check Soil Bearing Allowable Bearing Pressure = 1500 psf Moment Arm = 1 ft Top of Wall to Grade = 12 in P (total) = 58.14 kips OS Conc. to CL A.R. = 12.25 in Overturning Moment = 21.6 kip*ft Pier Width = 12 in OTM Eccentricity = 4.5 inches Pier Depth (wall included) = 24 in Footing Offset = 0.5 inches Pier Height = 24 in Offset Resisting Moment = 2.42 kip*ft Wall Thickness = 8 in Passive Resisting Moment = 3.12 kip*ft Wall Height = 36 in Net Eccentricity = 3.3 inches Footing Width = 16 in B/6 = 14 inches OK Footing Depth = 8 in Recheck Bearing Pressure, q (max.) = 1467 psf OK Offset footing 0.5 inches. Uplift Weight of Footing and Pier = 11.24 kips Wall Length used for Uplift = 25 ft Weight of Soil Above Footing = 4.23 kips Cont. Ftg. Length for Uplift= 25 ft Weight of Cont. Wall & Footing = 9.28 kips Total = 24.75 kips Factor of Safety = 1.04 > 1.0 OK Check Footina Flexure (Reinforcing in Direction of Horizontal Force q (min.) = 906 psf Rebar d' = 3.5 in OS Footing Edge from Wall = 2.521 ft Rebar d = 14.5 in q (at face of wall) = 1265 psf Rebar fy = 60000 psi Moment in Footing (Mu, ULT) = 40.88 k*ft Concrete f = 2500 psi As (req'd by calc.) = 0.630 inA2 ACI 7.12 As (min) = 2.722 inA2 Opposite Direction Reinforcin Min. Steel Ratio = 0.0018 Use (7) #5 bars each way at bottom of footing As per ACI 7.12 and use (7) #4 bars each wat at top of footing. Check Footing Shear For Pier Design Nu = 75 kips Shear in Footing (Vu, ULT) = 32.43 kips **See pier calculation Mu = 35 kip*ft Required Thickness = 8.65 in OK on page 11. Vu = 35 kips MOUNTAIN VIEW Page: 11 ENGINEERING, INC. Job: MVE #140577 STEEL VISION CONSTRUCTION Date: 08/29/14 345 North Main Brigham City Utah 84302 Subject: MONKEY BARS By: ADK Phone (435) 734-9700 Fax (435) 734.9519 Description: 84'x150' Metal Building Location: Rexburg, Idaho Concrete Column Analysis (ACI 318) For X -Axis Flexure with Axial Compression or Tension Load Assuming "Short", Non -Slender Member with Symmetric Reinforcing Input Column Geometry fc ' = 2500 psi Bar Size = 5 Total # of Bars 10 b fy = 60 ksi d' = 2.375 in b= 12 in-,,VSV 115a In = 22 in � = 0.65 0.93 Loading Pux = 75.0 kips Mux = 34.6 kip -ft Vux= 34.6 kips # of Bars b Face 3 Tie Size = # of Bars In Face 4 Placement of Reinforcement Steel X-AXIS INTERACTION DIAGRAM ...... Limits of Interaction Diagram 600 ® Design Loads 500 — — Max. Allowable Axial Load (k) 400 --- -- --- 2300 -- c 200 - -oa 100 - ® -- - - -- — - - 0 -100 --- '--------- ----- ------------------ -200 - -- 0 50 100 150 200 �Mnx (k -ft) 4 77 _X._._._._._._._!-. ------ _._._ In • d; 0 • • Y Typical Member Section DESIGN LOADS FALL WITHIN THE LIMITS OF THE INTERACTION DIAGRAM, THEREFORE, USE (10) # 5 VERTICAL BARS IN COLUMN. Shear Design OV, = 20.173 OVt/2 = 10.086 Vu > OVJ2 If Vu > OV j2 then vertical spacing of ties If Vu > OV, then vertical spacing of ties 4*(fc)A0.5*b*d = 35.3 kips shall not exceed the least of: shall not exceed the least of: Vs = 14.4 kips s max = Ajf (0.75y(fc' )b) = 53.333 in s max = 24.553 S Max = A fy/(5ob) = 40 in s max = 9.8125 if Vs <= �4*(fc)A0.5*b*d, s = d/2 <=24 s max = d/2 <- 24 in = 9.8125 in s max = 4.9063 if Vs > $4*(fC)A0.5*b*d, s = d/4 <=12 USE # 4 TIES AT 8.00 INCHES ON CENTER WITH (3) IN THE TOP SIX INCHES OF PIER. d A Edge Layer (d,) 19.63 0.93 Interor Layer (d2) 13.88 0.62 Interor Layer (d3) 8.13 0.62 Edge Layer (d4) 2.38 0.93 X-AXIS INTERACTION DIAGRAM ...... Limits of Interaction Diagram 600 ® Design Loads 500 — — Max. Allowable Axial Load (k) 400 --- -- --- 2300 -- c 200 - -oa 100 - ® -- - - -- — - - 0 -100 --- '--------- ----- ------------------ -200 - -- 0 50 100 150 200 �Mnx (k -ft) 4 77 _X._._._._._._._!-. ------ _._._ In • d; 0 • • Y Typical Member Section DESIGN LOADS FALL WITHIN THE LIMITS OF THE INTERACTION DIAGRAM, THEREFORE, USE (10) # 5 VERTICAL BARS IN COLUMN. Shear Design OV, = 20.173 OVt/2 = 10.086 Vu > OVJ2 If Vu > OV j2 then vertical spacing of ties If Vu > OV, then vertical spacing of ties 4*(fc)A0.5*b*d = 35.3 kips shall not exceed the least of: shall not exceed the least of: Vs = 14.4 kips s max = Ajf (0.75y(fc' )b) = 53.333 in s max = 24.553 S Max = A fy/(5ob) = 40 in s max = 9.8125 if Vs <= �4*(fc)A0.5*b*d, s = d/2 <=24 s max = d/2 <- 24 in = 9.8125 in s max = 4.9063 if Vs > $4*(fC)A0.5*b*d, s = d/4 <=12 USE # 4 TIES AT 8.00 INCHES ON CENTER WITH (3) IN THE TOP SIX INCHES OF PIER. 0345 MOUNTAIN VIEW Page: 12 ENGINEERING, INC. Job: MVE #140577 STEEL VISION CONSTRUCTION Date: 08/29/14 North Main Brigham City Utah 84302 Subject: MONKEY BARS By: ADK Phone (435) 734-9700 Fax (435) 734-9519 Description: 84'x150' Metal Building Location: Rexburg, Idaho Po+i. = 5.6 kips FH = 3.3 kips Uplift= 0.9 kips Check Soil Bearing Allowable Pressure = 1500 psf B req'd = 1.93 ft Horizontal Force Use rebar hairpins to resist horizontal force. Soldier Column Footing (Line 1.8 / Grid A) Use 2.5 ftz x 12 inch deep footing reinforced with (4) #4 bars each way. q = 896 psf OK As req'd = 0.08 int 1.93 kips Weight of Concrete Slab = Design uplift = 5.1 kips L req'd = 2.1 ft - reinf. slab (64 W1.4xW1.4 min.) Depth to top of Ftg. = 24 inches L req'd = 3.3 ft - unreinforced slab inches (SW) OS Conc. to CL Footing = 11 inches (EW) Length of Wall for Uplift = 8 Use # 4 hairpin w/ 4 foot legs. uplift Wall Thickness = 8 inches Design uplift = 0.9 kips Weight of Footing and Soil = 1.93 kips Slab Thickness = 5 inches Weight of Concrete Slab = 1.74 kips Depth to top of Ftg. = 24 inches Weight of Foundation Wall & Ftg. = -0.10 kips OS Conc. to CL Footing = 12 inches Total = 3.57 kips Length of Wall for Uplift = 2 feet Wall Thickness = 8 inches Factor of Safety = 3.96 > 1.0 OK Corner Footings (Line 1 / Grid F and Line 7 I Grids B & F) Pp.L = 9.3 kips Uplift = 5.1 kips Check Soil Bearing Allowable Pressure = 1500 psf B req'd = 2.49 ft Uplift 1.93 kips Weight of Concrete Slab = Design uplift = 5.1 kips Slab Thickness = 5 inches Depth to top of Ftg. = 24 inches (EW) OS Conc. to CL Footing = 5 inches (SW) OS Conc. to CL Footing = 11 inches (EW) Length of Wall for Uplift = 8 feet (SW) Length of Wall for Uplift = 8 feet Wall Thickness = 8 inches Use 2.5 ft2 x 12 inch deep footing reinforced with (4) #4 bars each way. q = 1488 psf OK Weight of Footing and Soil = 1.93 kips Weight of Concrete Slab = 0.95 kips Weight of Foundation Wall & Ftg. = 3.28 kips Total = 6.16 kips Factor of Safety = 1.21 > 1.0 OK iMOUNTAIN VIEW Page: 13 ENGINEERING[ INC. Job: MVE #140577 STEEL VISION CONSTRUCTION Date: 08/29/14 North Main Brigham City Utah 84302 Subject: MONKEY BARS By: ADK Phone (435) 734.9700 Fax (435) 734-9519 Description: 84'x150' Metal Building Location: Rexburg, Idaho Endwall Combined Footinq (Lines 1 & 1.2 / Grid A) At Corner Column At Endwall Column Pp.L = 19.4 kips Pp,L = 5.6 kips FH = 2.6 kips FH = 3.3 kips Uplift = 2.4 kips Uplift= 0.9 kips Total Uplift = 3.3 kips Check Soil Bearing Use 3.5 ft x 5 it x 14 inch deep footing Allowable Pressure= 1500 psf reinforced with (5) #5 bars short way Area req'd = 16.7 ftA2 and with (5) #4 bars long waV q = 1429 psf OK Horizontal Force at Corner Horizontal force will be resisted by the foundation walls adjacent to the column. Design uplift= 3.3 kips Slab Thickness = 5 inches Depth to top of Ftg. = 24 inches OS Conc. to CL Footing = 12 inches Length of Wall for Uplift = 10 feet Wall Thickness = 8 inches Horizontal Force at Endwall Column Use rebar hairpins to resist horizontal force. As req'd = 0.08 int L req'd = 2.1 ft - reinf. slab (6x6 W1.4xW1.4 min.) L req'd = 3.3 ft - unreinforced slab Use # 4 hairpin w/ 4_122t legs. Weight of Footing and Soil = 5.83 kips Weight of Concrete Slab = 2.67 kips Weight of Foundation Wall & Ftg. = 2.13 kips Total = 10.64 . kips Factor of Safety = 3.22 > 1.0 OK MOUNTAIN VIEW Page: 14 ENGINEERING, INC. Job: MVE #140577 STEEL VISION CONSTRUCTION Date: 08!29/14 345 North Main Brigham City Utah 94302 Subject: MONKEY BARS By: ADK Phone (435) 734-9700 Fax (435) 734.9519 Description: 84'x150' Metal Building Location: Rexburg, Idaho Endwall Footing (Line 1 / Grid C) PD -L = 38.7 kips FH = 4.5 kips Uplift = 5.3 kips Check Soil Bearing Allowable Pressure = 1500 psf B req'd = 5.08 ft Horizontal Force Use rebar hairpins to resist horizontal force. As req'd = 0.11 int L req'd = 2.8 ft - reinf. slab (6x6 W1.4xW1.4 min.) L req'd = 4.5 ft - unreinforced slab Use # 4 hairpin with 6 foot legs. Recheck Soil Bearina with Offset Moment Arm = 1.2083 ft P (total) = Overturning Moment = 5.4375 kip*ft Eccentricity = Use 6.5 ft2 x 16 inch deep footing reinforced with (8) #5 bars each way. q = 916 psf OK Stem Wall Height = 12 inches Depth to center = 14.5 inches OTM = 65.3 in -kips Ftg DL = 8.45 kips P total = 47.15 kips ecc = 1.4 inches Offset footing 0 inches. 54.31 kips 1.2 inches Footing Offset = 0 inches Eccentricity with Offset = 1.2 inches Resisting Moment = 0 kip*ft 6/6 = 13 inches OK Recheck Bearing Pressure, q (max.) = 1404 psf OK Uulift Design uplift = 5.3 kips Slab Thickness = 5 inches Top of Slab to Top of Footing = 24 inches OS Conc. to CL Footing = 5 inches Pier Width = 12 inches Pier Depth = 12 inches Length of Wall Used for Uplift = 20 feet Wall Thickness = 8 inches Cont. Footing Width = 16 inches Cont. Footing Depth = 8 inches Height of Soil above Footing = 24 inches For Pier Design Weight of Footing = 8.45 kips Weight of Concrete Slab = 2.23 kips Weight of Pier = 0.39 kips Weight of Cont. Footing & Wall = 6.7 kips Weight of Soil Above Footing = 6.77 kips 24.55 kips Nu = 62 kips MU = 9 ft -kips **See pier calculation on page 15. Vu = 7 kips Factor of Safety = 4.63 > 1.0 OK MOUNTAIN VIEW ENGINEERING, INC. Sob: MVE #140577 STEEL VISION CONSTRUCTION 345 North Main Brigham City Utah 54302 Subject: MONKEY BARS Phone (435) 734-9700 Fax (435) 734-9519 Description: 84'x150' Metal Building Location: Rexburg, Idaho Concrete Column Analysis (ACI 318) For X -Axis Flexure with Axial Compression or Tension Load Assuming "Short", Non -Slender Member with Symmetric Reinforcing Page: 15 Date: 08/29114 By: ADK Input Column Geometry f, = 2500 psi Bar Size = 4 Total # of Bars 6 b fy = 60 ksi # of Bars b Face 3 Tie Size = 3 i d'= 2.375 in # of Bars h Face 2 • * • b = 12 in h = 10 in Placement of Reinforcement Steel � = 0.65 d A Loading Edge Layer (di) 7.63 0.60 Pux = 61.9 kips Interor Layer (d2) 0.00 0.00 Mux = 8.7 kip -ft Interor Layer (d3) 0.00 0.00 Vux = 7.2 kips Edge Layer (d4) 2.38 0.60 X-AXIS INTERACTION DIAGRAM ...... Limps of Interaction Diagram 250 ® Design Loads Max. Allowable Axial Load (k) 200 150 100 X C a 50--- 0 -50 -- -100 0 5 10 15 20 25 30 �Mnx (k -ft) Shear Design �Vc = 8.633 #,/2 = 4.3165 If Vu < �VJ2 then Vertical Spacing of ties shall not exceed the least of: 16 x (longitudal bar diameters) = 8 in 48 x (tie bar diameter) = 18 in Least dimension of column = 10 in h d • i � Y Typical Member Section DESIGN LOADS FALL WITHIN THE LIMITS OF THE INTERACTION DIAGRAM, THEREFORE, USE (6) # 4 VERTICAL BARS IN COLUMN. �r mdj�tmal Shw C,nPxCt)ki pralilsd VU > �VJz / 6Y c j I �auAdaHv✓ Walt use V Va/ If Vu > #J2 then vertical spacing of ties shall not exceed the least of: s max = AJ,/(0.75,1(f,' )b) = 29.333 in s max = A„f�(5ob) = 22 in s max = d/2 <_ 24 in = 3.8125 in USE # 3 TIES AT 8.00 INCHES ON CENTER WITH (3) IN THE TOP FIVE INCHES OF PIER. MOUNTAIN VIEW Page: 16 ENGINEERING, INC. gob: MVE #140577 STEEL VISION CONSTRUCTION Date: 08/29/14 345 North Main Brigham City Utah 84302 Subject: MONKEY BARS By: ADK Phone (435) 734.9700 Fax (435) 734.9519 Description: 84'x150' Metal Building Location: Rexburg, Idaho Endwall Footings (Line 1 / Grids D & E and Line 7 / Grids C, D & E) PD+L = 12.3 kips FH = 4.5 kips Uplift= 10.8 kips Check Soil Bearing Use 4.5 ft2 x 12 inch deep footing Allowable Pressure= 1500 psf reinforced with (6) #4 bars each way. B req'd = 2.86 ft q = 607 psf OK Horizontal Force Use rebar hairpins to resist horizontal force. As req'd = 0.11 in2 L req'd = 2.8 ft - reinf. slab (6x6 W1.4xW1.4 min.) L req'd = 4.5 ft - unreinforced slab Use # 4 hairpin with 6 foot legs. Recheck Soil Bearing with Offset Moment Arm = Overturning Moment = Footing Offset = Resisting Moment = 1.2083 ft P (total) = 5.4375 kip*ft Eccentricity = Stem Wall Height = 12 inches Depth to center = 14.5 inches OTM = 65.3 in -kips Ftg DL = 3.04 kips P total = 15.34 kips ecc = 4.3 inches Offset footing 0 inches. 18.74 kips 3.5 inches 0 inches Eccentricity with Offset = 3.5 inches 0 kip*ft B/6 = 9 inches OK Recheck Bearing Pressure, q (max.) = 1283 psf Design uplift = 10.8 kips Slab Thickness = 5 inches Top of Slab to Top of Footing = 24 inches OS Conc. to CL Footing = 5 inches Pier Width = 12 inches Pier Depth = 10 inches Length of Wall Used for Uplift = 20 feet Wall Thickness = 8 inches Cont. Footing Width = 16 inches Cont. Footing Depth = 8 inches Height of Soil above Footing = 24 inches For Pier Design Weight of Footing = 3.04 kips Weight of Concrete Slab = 1.73 kips Weight of Pier = 0.32 kips Weight of Cont. Footing & Wall = 7.0 kips Weight of Soil Above Footing = 3.08 kips 15.14 kips Nu = 21 kips Mu = 9 ft -kips **Use same pier calculation on page 15. Vu = 8 kips OK Factor of Safety = 1.40 > 1.0 OK Page 1 Of 53 STRUCTURAL DESIGN CALCULATIONS PROJECT: MONKEY BARS 366 DIVIDEND DR REXBURG, ID M9733 BUILDING SIZE: Plan Dimensions (ft) = 84'-0" x 51'-5" (Width x Length) Back Eave Height (ft) =25'-0" Front Eave Height (ft) =32'-0" Back Roof Slope = 1.0:12 BUILDING CODE: IBC 12 GRAVITY LOAD DATA Roof Live Load (psf) = 20.00 (Reducible) Uniform Roof Snow Load (psf) = 35.0 Snow Importance Factor = 1.0 Rain On Snow (psf) = 0.0 pg (psf) = 50.0 Pf (psf) = 35.0 Ce = 1.0 Ct = 1.0 Collateral Load (psf) = 3.0 WIND LOAD DATA Basic Wind Speed (mph)= 115 Wind Exposure = C GCpi = ±0.18 Risk Category = II EARTHQUAKE LOAD DATA Site Class = D Ss (%g) = 44.5 Sds = 0.6426 S1 (%g) = 15.7 Shc = 0.3410 Seismic Design Category = D Seismic Importance Factor = 1.00 R = 3.5 & 3.25 Cs = I x Sds / R Basic Structural System = OSMF & OSCBF Analysis Procedure = Section Equivalent Lateral Force limited to the design of structural components This certification is strictly len Mfg. Co. for the n. designed and manufactured by Beha, electrical, plumbing, Certification does not extend to foundation, mechanical, 7 pro overall project fire protection, civil work, architectural responsibilities, coordination, erection supervision or inspection, or other aspects o de or specification compliance not so indicated. / _ i AL y„ Behlen Building Systems Columbus, NE Phone: (402)564-3111 Fax: (402)563-7286 o, 1713 'IZO Page 2 Of 53 STRUCTURAL DESI GM CALCULATIONS PROJECT: MONKEY BARS 366 DIVIDEND DR REXBURG, ID M9733 BUILDING SIZE: Plan Dimensions (ft) = 80'-0" x 100'-4" (Width x Length) Back Eave Height (ft) = 25'-0" Front Eave Height (ft) =31'-8" Back Roof Slope = 1.0:12 BUILDING CODE: IBC 12 GRAVITY LOAD DATA Roof Live Load (psf) = 20.00 (Reducible) Uniform Roof Snow Load (psf) = 35.0 Snow Importance Factor = 1.0 Rain On Snow (psf) = 0.0 pg (psf) = 50.0 pf (psf) = 35.0 Ce = 1.0 Ct = 1.0 Collateral Load (psf) = 3.0 WIND LOAD DATA Basic Wind Speed (mph)= 115 Wind Exposure = C GCpi = t0.18 Risk Category = II EARTHQUAKE LOAD DATA Site Class = D Ss (%g) = 44.5 Sds = 0.6426 S1 (%g) = 15.7 Sdi = 0.3410 Seismic Design Category = D Seismic Importance Factor = 1.00 R = 3.5 & 3.25 Cs = I x Sds / R Basic Structural System = OSMF & OSCBF Analysis Procedure = Section Equivalent Lateral Force This certification is strictly limited to the design of structural components designed and manufactured by Behlen Mfg. Co. for the loads and standards shown. Certification does not extend to foundation, mechanical, electrical, plumbing, fire protection, civil work, architectural responsibilities, overall project iion or inspection, or other aspect f code or coordination, erection supervs specification compliance not so indicated. Behlen Building Systems Columbus, NE Phone: (402)564-3111 Fax: (402)563-7286 Page 3 Of 53 Page 4 Of 53 Job No � MY/Ss Customer STEEL VISION CONSTRUCTION, Date i 8/21/2014 Designed B � AF Description MONKEY BARS •I o Checked By :&am FN_ COMMENTARY ON THEDESIGNOF THE -BEHLEN-RIGID _FRAME -BUILDING-SYSTEM All structural steel members are designed in accordance with the Manual of Steel Construction, 14th Edition, of the American Institute of Steel Construction. Cold formed members are designed in accordance with the North American Specification for the Design of Cold -Formed Steel Structural Members, 2007 Edition, of the American Iron and Steel Institute. Longitudinal wind stability is provided by cable (rod or angle) bracing, fixed base wind columns or wind bent (portal) frames in the plane of the walls as required. Appropriate loads and combinations of loads are applied to the main frame(s) and the building components (rake beams and columns, purlins, girts and panels) in accordance with the referenced building code on the cover sheet. Page 5 of 53 I Job No I M9733 I Customer STEEL VISION CONSTRUCTION, Date 8/21/2014 IL 4W AV I Designed B AF Description MONKEY BARS o Checked By -M9733------- ------Design-Loads For Building -Components: ---8/21/142:23pm ------ FRONT SIDEWALL: --------------- BASIC LOADS: Basic Wind_Load_Ratic Wind Deflect Factor 28.5 0.44 0.60 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 25.7 -28.3 Tran 30.8 -33.4 Dead 24.9 -27.2 0.00 40.6 -27.1 1.00 24.9 -27.5 -18.0 ----- Edge -Strip _Ratio ----- Zone Col/ Width Girt Panel Jamb 5.14 1.09 1.23 1.06 .. Girt/Header Panel Jamb Parapet .. Soldier Column FRONT SIDEWALL SOLDIER COLUMNS: ------------------------------- BASIC LOADS: Dead Coll Live Snow Rain Load Load Load Load Load 2.5 3.0 20.0 35.0 0.0 Basic Wind -Load Wind Ratio 28.5 0.44 COLUMN & BRACING DESIGN LOADS: Long No. Load Suct Wind ---Live--- Tran Load Id Dead Coll Roof Floor 0.00 23 1 1.00 1.00 1.00 0.00 0.00 2 1.00 1.00 0.00 0.00 3 1.00 1.00 0.00 0.00 0.00 4 1.00 1.00 0.75 0.00 0.00 5 1.00 1.00 0.00 0.00 0.00 6 1.00 0.00 0.00 0.00 0.00 7 1.00 0.00 0.00 0.00 8 1.00 0.00 0.00 0.00 0.60 9 1.00 0.00 0.00 0.00 0.00 10 1.00 0.00 0.00 0.00 0.00 11 0.60 0.00 0.00 0.00 0.00 12 0.60 0.00 0.00 0.00 13 0.60 0.00 0.00 0.00 0.00 14 0.60 0.00 0.00 0.00 0.00 15 0.60 0.00 0.00 0.00 0.00 16 1.00 0.00 0.75 0.00 0.00 17 1.00 0.00 0.75 0.00 Column Long --Seismic- --Add_Snow- -Wind Drift Slide Rain Press Suct Wind Long Tran Snow 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 Page 6 Of 53 Job No M9733 _ Date 8/21/2014 Customer) STEEL VISION CONSTRUCTION, Designed B AF Description MONKEY BARS o Checked By • 00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 lg 1,00 0.00 0.75 0.00 0. 19 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 20 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 21 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 5 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 23 1.00 1.00 0.00 0.00 0.7 BACK SIDEWALL: --------------- BASIC LOADS: Basic Wind_Load_Ratio Wind Deflect Factor 25,5 0.44 0.60 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 25.7 -28.3 30.8 -33.4 24.9 -27.2 40.6 -27.1 LEFT ENDWALL: -------------- ----- Edge -Strip _Ratio ----- Zone Col/ Width Girt Panel Jamb 5.14 1.09 1.23 1.06 .. Girt/Header Panel Jamb Parapet BASIC LOADS: ---- Edge_Strip_Ratio---- Dead Coll Live Snow Rain Basic Wind_Load_Ratio Zone Col/ rt anel mb Load Load load 35.0 Load 2ind Deflect FOC60r Width 1109 P1.23 1.07 BASIC LOADS AT EAVE: Seis ---Torsion--- Load Wind Seismic 0.00 0.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 24.9 -27.5 .. Column 25.7 -28.3 Girt/Header 24.9 -27.2 Jamb 30.8 -33.4 .. Panel 40.6 -27.1 .. Parapet WIND COEFFICIENTS: Rafter Column/Brace Column/Rafter Wind Lon g Surface Surf Wind_1 Wind -2 Right -2 Left Right Wind Friction IO Left Right Left 0.63 -0.56 -0.63 0.00 1 0.36 -0.56 0.72 -0.20 -1.12 -0.65 -0.87 0.00 2 -1.12 -0.65 -0.76 -0.29 0.36 -0.63 0.00 3 -0.56 0.36 -0.20 0.72 -0.99 Page 7 of 53 Job No t M"33 X Customer STEEL VISION CONSTRUCTION, Date e� Designed B AF Description MONKEY BARS m Checked By COLUMN & BRACING DESIGN LOADS! Add Snow- Wind_1 Wind_2 Long_Wind Load ---Live-----Add-Snow- ran _- ran Aux -Load Floor Snow Drift Slide Rain Left Right Left Right 1 o. Id Dead Coll Roof eis Id Coef 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 46 1 1.00 1.00 1.00 00 .00 0 0.00 2 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. x,00 0 0.00 3 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 ).00 0 0.00 4 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 0.00 0 0.00 00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 0.00 0 0.00 00 6 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 0.00 0 0.00 7 1.00 1.00 0.00 0.00 0.00 0.00 0 .00 0.00 0.00 0.00 0.00 0.00 0.60 0.0 0.00 0 0.00 8 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 60 0.00 0 0.00 00 9 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0. 0.00 0 0.00 10 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 60 0.00 0 0.00 11 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.0 0.00 0 0.00 12 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0. 00 0.00 0 0.00 13 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0. 00 0.00 0 0.00 14 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0. 00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.0 15 0.60 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 60 16 0.60 0.00 0.00 0.00 0 0.0 17 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.0 0 0.00 0 0.00 18 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.6 0.00 0 0.00 19 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.0 0.00 0 0.00 20 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.0 0.00 0 0.00 21 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0. 00 0.00 0 0.00 00 22 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0. 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.0 23 1.00 1.00 0.75 0.00 0 0.00 45 24 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 0.00 0 0.00 M C C Page 8 Of 53 ON, Date 8/21/2014 Customer STEEL VISION CONSTRUCTI Designed B AF Description MONKEY BARS o Checked By I 0 00 0 45 0.00 0.75 0.00 0.00 U. 0.00 0.00 0.00 0.00 0.00 25 1.00 1.00 wind 0 0.00 Wind_2 0.00 0.00 0.00 0.00 0.00 0.00 0.4 .00 26 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0 0.00 --Add_SnowSeis -slide 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0. 00 ,00 27 1.00 1.00 0.75 0.00 0.00 0.00 R0.00 0 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0. 00 .00 28 1.00 1.00 0.75 0.00 0.00 0.00 Drift 50.00 0 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.0 .00 29 1.00 1.00 0.75 0.00 0.00 0.00 0. 0 0.00 0 0 0.00 Id 42 0.00 0.00 0.00 0.00 0.00 0.45 0.45 0. 00 .00 30 1.00 1.00 0.75 0.00 0.00 0.00 0.00 1.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.0 31 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0 0.0 ).00 0 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 .00 0.00 0.4 32 1.00 1.00 0.0 0 0.00 0.75 0.00 1.00 0.00 3.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 .00 0.45 0.0 33 1.00 1.00 0.0 0 0.00 0.75 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 .00 0.00 0.4 34 1.00 1.00 0.0 0 0.00 0.75 0.00 1.00 1.00 0.00 0 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.0 35 1.00 1.00 0.0 0 0.00 0.75 0.00 0.00 0.00 0.00 0 0.00 0 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0. 00 36 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.0 37 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.0 38 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 39 1.06 1.06 0.00 0.00 0.00 000 .00 0.00 0.00 0.70 0 0.00 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 40 1.06 1.06 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 41 1.04 1.04 0.75 0.00 0.00 0.00 0.52 0 0.00 0.00 0.00 0 .00 0.00 0.00 0.00 0.00 0. 00 42 1.04 1.04 0.75 0.00 0.00 0.00 -0.52 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 43 1.04 1.04 0.00 0.00 0.75 0.00 0.52 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 44 1.04 1.04 0.00 0.00 0.75 0.00 -0.52 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 45 0.54 0.00 0.00 0.00 0.00 0.70 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 46 0.54 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 RAFTER DESIGN LOADS: wind Wind_2 Long AUx_Loac Load --Add_SnowSeis -slide - _1 R0.00 R0.00 I De00 Drift 50.00 0.00 0. 0 0.00 0 00 0 Id 42 1000 1100 On00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 2 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 3 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.60 4 50.00 0.00 0.60 0.00 0.00 0.00 0 0.0 1.00 1.00 0.00 0.00 0.00 0.00 0.00 Page 9 Of 53 Job No I M9733 _Date STEEL VISION CONSTRUCTION, 8/21/2014 Customer) Designed B AF Description MONKEY BARS W© Checked BY 0.00 0.00 0.00 0.00 0.60 0.0 0.00 0 0.0 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.660 0.00 0 0.0 8 1,00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 9 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 10 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0.00 0 0.0 11 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.0 12 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.0 13 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.000 0.00 0.00 0.45 0.00 0 0.0 14 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0. 0.00 0.00 0.00 0.00 0 0.0 15 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 16 1.00 1.00 0.75 0.75 0.00 0.00 0.00 0.45 0.45 0.00 0.00 0.00 0.00 0 0.0 17 1.00 1.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.0 lg 1.00 1.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.0 19 1.00 1.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.0 20 1.00 1.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 21 1.00 1.00 0.75 0.75 0.00 0.00 0.00 0. 00 0.00 0.00 0.00 0.00 0.00 0 0.0 22 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0.00 0 0.0 23 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.0 24 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.0 2 5 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.0 25 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 27 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.0 28 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.0 29 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 O.00 30 1.04 1.04 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.0C 31 1.04 1.04 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.0( 32 1.04 1.04 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.0( 33 1.04 1.04 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.0( 34 0.54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.01 35 0.54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.O1 36 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.0 ' 37 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.0 38 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.0 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.0 39 0.00 40 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 -1.0 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 42 AUXILIARY LOADS: Add Load No. Aux Aux NO Load - Id Coeff Aux Id Name 1 0.50 5 1 E1PAT_SL_1 1 2 E1PAT_SL_2 1 4 0.50 3 E1PAT_SL_3 2 1 0.50 2 0.50 4 E1PAT_SL_4 2 2 0.50 3 0.50 5 E1PAT_SL_5 2 3 0.50 4 0.50 ADDITIONAL LOADS:Y Fy Mom X .. Conc No. Add Loc Basic Load Fx W2 Co D11 D12 Dist Add Id Id Load Type W1 0 0 7 0.08 20.07 40.14 2 2 U_SNOW D -0.44 -0.44 Job No _Ct�omet9t Dead110 Page 10 Of 53 -8/21/2014 STEEL VISION CONSTRUCTION, Date Designed By AF MONKEY BARS 3 2 U_SNOW D -0.44 4 2 U_SNOW D -0.44 5 2 DRIFT D -0.18 6 2 DRIFT D 0.00 7 2 DRIFT D -0.95 IGHT ENDWALL: ------------- BASIC LOADS: ---- Edge_Strip_Ratio---- Col/ ow Rain Basic Wind_Load_Ratio Zone Dead Coll Live Sn Wind Deflect Factor Load Load Load Load Load OW 605.14 1.09 P1.23 1,0 2.5 3.0 20.0 35.0 0.0 28.5 0.44 BASIC LOADS AT SAVE Seis---TorS10n--- Load Wind Seismic 0.00 0.00 0.00 WIND PRESSURE/SUCTION: Dead Co Wind Wind Checked By -0.44 Press Suct 0.08 0.00 0.00 40.14 24.9 -27,5 .. Column 60.21 Id -0.44 25.7 -28,3 .. Girt/Header 0.08 60.21 24.9 -27.2 .. Jamb 84.29 0.00 -0.18 30.8 -33.4 .. Panel 0.08 50.17 40.6 -27.1 .. Parapet 84.29 54 -0.20 WIND COEFFICIENTS: 0.08 1.00 77.93 Column/Rafter Rafter 84.29 Long -0.95 Surf wind -1 Wind_2 0.08 Wind 50.17 Id Left Right Left Right 84.29 -0.63 BASIC LOADS: ---- Edge_Strip_Ratio---- Col/ ow Rain Basic Wind_Load_Ratio Zone Dead Coll Live Sn Wind Deflect Factor Load Load Load Load Load OW 605.14 1.09 P1.23 1,0 2.5 3.0 20.0 35.0 0.0 28.5 0.44 BASIC LOADS AT SAVE Seis---TorS10n--- Load Wind Seismic 0.00 0.00 0.00 WIND PRESSURE/SUCTION: Dead Co Wind Wind Press Suct 0.00 0.00 0.00 24.9 -27,5 .. Column Seis Id COef 25.7 -28,3 .. Girt/Header 24.9 -27.2 .. Jamb 0.00 0.00 0.00 30.8 -33.4 .. Panel 40.6 -27.1 .. Parapet 54 1 WIND COEFFICIENTS: Column/Brace 1.00 Column/Rafter Rafter Wind 2 Long Surface Surf wind -1 Wind_2 - iht Left Rg Wind Friction Id Left Right Left Right 0.35 -0.99 -0.63 0.00 1 0.35 -0.56 0.71 -0.20 -1.11 -0.87 0.00 2 -0.65 -1.11 -0.29 -0.75 -0.65 0.63 -0.63 0.00 3 -0.56 0.35 -0.20 0.71 -0.56 0.00 0.00 COLUMN & BRACING DESIGN LOADS: --Add Snow- Wind_' Wind -2 Long -Wind Load ---Live--- - Tran Aux_Load 11 Roof Floor Snow Drift Slide Rain Left Right Left Right 1 No. Id Dead Co 0.00 0.00 0.00 0.00 0.0 Seis Id COef 0.00 0.00 0.00 0.00 0.00 54 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0. 00 0.00 0 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 0.00 0 0.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 3 0 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 q 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 6 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0 0.00 Page 11 Of 53 Job No M9733 Customer STEEL VISION CONSTRUCTION, Date 8/ Description MONKEY BARS Designed 8 AF wo _ _ Checked By 7 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 8 1.00 1.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 9 1.00 1.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 10 1.00 1.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 11 1.00 1.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 12 1.00 1.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 13 1.00 1.00 0.00 0.00 0 0.00 14 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 15 0.60 0.00 0.00 0.00 0 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 17 0.60 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.OD 0.00 0.00 0.00 0.60 18 0.60 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 19 0.60 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 20 0.60 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D.00 0.60 0.00 0.00 0.00 21 0.60 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 22 0.60 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 23 1.00 1.00 0.75 0.00 0 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 24 1.00 1.00 0.00 0 0.00 25 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 26 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 �-- 0.00 0 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 27 1.00 1.00 0.75 0.00 0.00 0 0.00 0.75 0.00 0.00 0 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 28 1.00 1.00 .00 0.00 0 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 29 1.00 1.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 30 1.00 1.00 0.75 0.00 0 0.00 31 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 32 1.00 1.00 0.00 0 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 33 1.00 1.00 0.00 0 0.00 ''. Page 12 Of 53 RAFTER DESIGN Job No M9733 Customer STEEL VISION CONSTRUCTION, Date 8/21/2014 Wind Long AUX Loa Load Dead Coll Live we Snow Description MONKEY BARS Rain Designed B AF -1 Right Left _2 Right Wind Seis Id Coe Checked By 1.00 JW 34 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 0.00 0.00 0.75 0 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 35 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 36 1.00 1.00 3 0.00 0.00 1.00 0.00 1.00 1.00 0.00 0 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 37 1.00 1.00 0.00 0.00 0.00 0 0.0 4 1.00 1.00 0.00 0 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.60 38 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.0 5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 39 1.06 1.06 0.00 0.00 0.00 0.60 0.00 0.70 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 40 1.06 1.06 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 0.75 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 41 1.04 1.04 0 0.0 7 1.00 1.00 0.00 0.00 0.52 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 42 1.04 1.04 0.60 0.75 0.00 0.00 0 0.0 8 1.00 -0.52 0 0.00 43 1.04 1.04 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 44 1.04 1.04 0 0.0 -0.52 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 45 0.54 0.00 0.70 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 46 0.54 0.00 -0.70 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 47 1.06 1.06 0.00 0.00 3 0.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 48 1.06 1.06 0.00 4 0.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 49 1.04 1.04 0.75 0.00 3 0.52 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 50 1.04 1.04 0.00 4 0.52 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 51 1.04 1.04 0.00 0.00 3 0.52 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 52 1.04 1.04 0.00 4 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 53 0.54 0.00 0.00 3 0.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 54 0.54 0.00 0.00 0.00 0.00 4 0.70 RAFTER DESIGN LOADS: Wind Wind Long AUX Loa Load Dead Coll Live Snow --Add_Snow- Drift Slide Rain Left -1 Right Left _2 Right Wind Seis Id Coe No Id 37 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 4 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.0 5 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.0 6 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.0 7 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.0 8 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.0 Page 13 Of 53 Z91. 1/201414Customer STEEL VISION CONSTRUCTION, DateDescription MONKEY BARS Designed B Checked By 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00.00 0 0.0101.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.000.00 0 0.011 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.000.00 0 0.012 1.00 1.00 0.75 0.00 0.00 0.000.000.00 0.00 0.45 0.000.00 0 0.013 1.00 1.00 0.75 0.00 0.00 0.00 0.000.000.00 0.00 0.450.00 0 0.014 1.00 1.00 0.75 0.00 0.00 0.00 0.000.000.000.00 0.000.00 0 0.015 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000.00 0 0.016 1.00 1.00 0.75 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.000.00 0 0.017 1.00 1.00 0.75 0.75 0.00 0.00 0.00 0.000.45 0.00 0.00.0.00 0 0.0 18 1.00 1.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 O.00 19 1.00 1.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 20 1.00 1.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.0C 21 1.00 1.00 0.75 0.75 0.00 0:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0( 22 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.0( 23 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.0( 24 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.0( 0.00 0.00 0.60 0.00 0.00 0 0.01 25 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 26 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0..00 0.00 0.00 0.00 0.60 0.00 0 0.1 27 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 .0� 28 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.0' 29 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .0.00 0.00 -0.70 0 0.0 30 1.04 1.04 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.0 31 1.04 1.04 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.0 32 1.04 1.04 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.0 33 1.04 1.04 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.0 34 0.54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.0 35 0.54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.0 36 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.0 37 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.0 AUXILIARY LOADS: No. Aux Aux No. Add_Load Aux Id Name Load Id Coeff 4 1 E2PAT_SL_l 1 1 0.50 2 E2PAT_SL_2 1 2 0.50 3 XB_E+ 1 9 1.00 4 XB E- 1 10 1.00 ADDITIONAL LOADS: Mom X Y ,. Conc No. Add Loc Basic Load W1 W2 Co D11 D12 .. Dist Add Id Id Load Type 10 1 2 U_SNOW D -0.04 -0.04 -0.08 0.00 5.02 2 2 U_SNOW D -0.04 -0.04 -0.08 5.02 84.29 3 2 DRIFT D -0.22 0.00 -0.08 0.00 6.36 4 2 DRIFT D -0.08 -0.06 -0.08 0.00 5.02 5 2 DRIFT D 0.00 0.00 -0.08 0.00 34.12 6 2 DRIFT D -1.04 0.00 -0.08 0.00 26.13 7 1 LWINDI I 17.34 14.26 0.00 0.33 0.50 8 1 LWIND2 I 0.00 -14.26 0.00 0.33 31.67 9 2 ------ I 19.24 22.09 0.00 0.33 0.50 10 2 ------ I 0.00 -22.09 0.00 0.33 31.67 ROOFDES: Customer Description 0 BASIC LOADS: Dead Coll Live Snow Rain Load Load Load Load Load 2.5 3.0 20.0 35.0 0.0 vI5 MONKEY BARS Date By Page 14 Of 53 014 Basic Wind -Load -Ratio Surface Seis % Wind Deflect Factor Friction Factor Snow 28,5 0.44 0.60 0.00 1.000 0.20 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Suct_ROOf Purlins 10.8 -36.5 0.0 -45.2 ,. Gable Extensions 13.7 -36.5 .. Panels 15.7 -3.0 -13.8 .. Long Bracing, Building 21.4 -6.8 .. Long Bracing, Wall Edge Zone 40.6 -27.1 21.6 Long Bracing, Facia/Parapet EDGE & CORNER ZONE WIND: --Purlin--- ---Panel--- Wind Surf No. Zone Id Id Zone Id Width Length Press Suct Press Suct 1 2 9 1 0.00 0.00 1.00 1.00 1.00 1.00 3 0.00 10.28 1.00 1.31 1.00 1.39 4 5.14 0.00 1.00 1.08 1.00 1.15 5 0.00 10.28 1.00 1.31 1.00 1.39 6 10.28 0.00 1.00 1.31 1.00 1.39 7 10.28 10.28 1.00 1.08 1.00 1.54 8 10.28 10.28 1.00 1.08 1.00 1.54 9 10.28 20.57 1.00 1.39 1.00 2.17 10 10.28 20.57 1.00 1.39 1.00 2.17 2 2 1 1 0.00 0.00 1.00 1.00 1.00 1.00 EDGE & CORNER ZONE WIND: LONGITUDINAL Purlin Wind Surf NO. Zone Id Id Zone Id Width Length Suct 3 2 1 1 0.00 0.00 1.00 PURLIN DESIGN LOADS: - -Add _Snow- Wind Wind AUX Load Surf --Load- Id No. Id Dead Coll Live Snow Drift Slide Rain Press Suct Id Coef 2 10 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 5 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.6 6 0.6 0 0 0.00 .60 1.00 0.00 0.50 0.00 0.0.50 0.00 0.00 0.00 0.00 0.00 3 1.00 7 1 00 1.00 0.00 00 0.00 0.00 0.00 1 1.00 8 1. 9 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 2 1.00 10 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 3 1.45 BRACING DESIGN LOADS:--Add_Snow- Wind Wind Seis AUX Load --Load- Coll Live Snow Drift Slide Rain Press Suct Load Id Coef No. Id Dead 12 2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 Page 15 of 53 Job Nol M9733 g/21/2014 Customer STEEL VISION CONSTRUCTION, Date Designed 8 AF Description MONKEY BARS m Checked Byl 3 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0• 4 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 00 0.45 0.00 0 0.00 5 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0. 6 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 10 1.04 1.04 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 12 0.54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 AUXILIARY LOADS: No. Add Load No. AUX Aux ef Aux Id Name Load id 50 . 3 1 PAT_SL_l 1 1 0.50 0.50 0.50 2 PAT_SL_2 1 2 0.50 3 PAT_SL_3 2 1 2 0.50 ADDITIONAL LOADS: DX ,. Conc No. Add Surf Basic Load W1 W2 Dxl Dx2 .. Dist Add Id Id Load Type 7 1 0 U_SNOW D _35.0 -35.0 0.0 25.0 2 0 U_SNOW D -35.0 -35.0 25.0 51.4 3 2 DRIFT D -45.3 0.0 0.0 8.9 4 2 DRIFT D 0.0 -16.3 77.4 84.3 5 2 DRIFT D 0.0 -20.5 43.4 51.4 6 2 DRIFT D -75.0 -75.0 0.0 26.0 7 2 DRIFT D 0.0 -75.0 58.2 84.3 RIGID FRAME #1: --------------- BASIC LOADS: Basic Defl Temperature Dead Coll Live Snow Rain Wind Ratio Change 2.5 3.0 12.0 35.0 0.0 28.5 0.44 BASIC LOADS AT EAVE: --EW-Brace- Load Weak Axis L Weak_Axis_R --Torsion-- Load Wind Seis Wind Seis Wind Seis Wind Seis 3.46 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 WIND COEFFICIENTS: Lon Wind Surface Surf--WInd _1 1-----Wind-2-__ g_ 2 Friction Id Left Right Left Right 1 0.22 -0.47 0.58 -0.11 -0.63 -0.63 0.00 2 -0.87 -0.55 -0.51 -0.19 -0.87 -0.55 0.00 3 -0.47 0.22 -0.11 0.58 -0.63 -0.63 0.00 DESIGN LOADS: --Add-Snow- AUX -Add Snow- --Wind 1 - --Wind 2- Long_Wind -- -Load- ---Live--- - - Aux Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Lt Rt Lt Rt Lt Rt on Id Coef page 16 of 53 .® VV Date 18/21/2014 Customer STEEL VISION CONSTRUCTION Designed B AF Description MONKEY BARS o Checked By 00 0.00 0.00 0.00 0.00 56 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 00 0 0.00 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 0 0.00 3 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 0 0.00 4 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0 0.00 5 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0 0.00 6 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0 0.00 7 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0 0.00 8 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0 0.00 9 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 10 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. ' 11 l.o0 1.00 0.00 0.00 o.7s o.00 o.00 o.00 o.oa o.00 o.00 o.00 o.00 o.00 o.00 0 0.00 I 00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0 0.0o 12 1.00 1.00 0. 0 0.00 I 13 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.0 0 0.00 14 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.0 00 0 0.00 15 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0. 0 0.00 16 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 17 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 18 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.60 0.00 0.00 r 0 0.00 i 19 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.0 00 0 0.00 . .00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.60 0 20 1.00 1.00 0�- 00 0 0.00 .75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0. 21 1.00 1.00 0 0 0.00 22 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0 . 23 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.0 0 0.00 00 24 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0. 0 0.00 0.00 0.00 0.00 0.45 0.00 0.00 25 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.0 0 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 26 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.45 0.00 0.00 0 0.00 27 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 W, C page 17 Of 53 Job No myiss _ 8/21/2014 Data Customer STEEL VISION CONSTRUCTION, Designed 8 AF Description MONXEY BARS o Checked By 28 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.45 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0. 00 29 1.00 1.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0. 00 30 1.00 1.00 0.00 0.00 00 0.00 0.45 0.00 0.00 0.00 0.0 31 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0. 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.0 32 1.00 1.00 0.00 1 0.00 0.00 0.75 0.00 0.00 0.00 0 .00 0.00 0.00 0.00 0.45 0.00 0.0 33 1.00 1.00 0.00 0.00 34 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.45 0.00 0.0 35 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.0 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00-0.45 0.0 36 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0 0.00 .00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.0 37 0.60 0.00 0.00 0.00 0.00 0 0 0.00 38 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0• 00 39 0.60 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.0 40 0.60 0.00 0.00 0 0.00 41 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.0 0 0.00 42 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.60 0.00 0.0 0 0.00 0.00 0.00 O.OD 0.00 0.00 0.00 0.00 0.00 0.60 0.0 43 0.60 0.00 0.00 0.00 0.00 0 0.00 44 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.60 0.0 0 0.00 45 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0 0.00 46 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0 0.00 47 1.04 1.04 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 01 0 0.00 48 1.04 1.04 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 . 0 0.00 0.00 0.00 0.00 0.00 0• 49 1.04 1.04 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 50 1.04 1.04 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0• 0 0.00 51 0.54 0.00 0.00 0.00 0.00 0'000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 0 0.00 52 0.54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 0 0.00 53 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 0 0.00 54 1.04 1.04 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 Ml ml FSI 9 0 Page 18 Of 53 �- Customer STEEL VISION CONSTRUCTION, Date 8/21/2014 0 Dn escriptioMONKEY BARS Designed B AF Checked By 55 1.04 1.04 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 56 0.54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ADDITIONAL LOADS: Fy No. Add Surf Basic Load Add Id Id Type Type 5 1 2 DRIFT D 2 2 DRIFT D 3 2 DRIFT D 4 2 DRIFT D 5 2 DRIFT D RIGID FRAME #2: --------------- BASIC LOADS: Dead Coll Live Snow Rain 2.5 3.0 12.0 35.0 0.0 Basic Defl Temperature Wind Ratio Change 28.5 0.44 0 BASIC LOADS AT EAVE: Seismic Weak Axis L Weak _Axis R --Torsion----EW-Brace- Load Wind Seis Wind Seis Wind Seis Wind Seis 1.48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 WIND COEFFICIENTS: Surf--Wind_1--- --Wind 2--- Long_Wind Surface Id Left Right Left Right 1 2 Friction 1 0.43 -0.61 0.79 -0.25 -0.63 -0.63 0.00 2 -1.25 -0.71 -0.89 -0.35 -0.87 -0.55 0.00 3 -0.61 0.43 -0.25 0.79 -0.63 -0.63 0.00 DESIGN LOADS: -Load- ---Live-----Add-Snow- --Wind-l- --Wind Long_Wind -- Aux -Load ift Slide Rain Lt Rt Lt Rt Lt Rt Long No. Id Dead Coll Roof Floor Snow Or Id Coef 70 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 Fx Fy Mom Ex Dy .. Conc W1 W2 Cc D11 D12 .. Dist -0.03 -0.03 0.080 50.17 84.29 0.00 -0.52 0.080 77.93 84.29 0.00 0.00 0.080 79.27 84.29 -1.29 -1.29 0.080 50.17 84.29 0.00 -1.11 0.080 58.16 84.29 Dead Coll Live Snow Rain 2.5 3.0 12.0 35.0 0.0 Basic Defl Temperature Wind Ratio Change 28.5 0.44 0 BASIC LOADS AT EAVE: Seismic Weak Axis L Weak _Axis R --Torsion----EW-Brace- Load Wind Seis Wind Seis Wind Seis Wind Seis 1.48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 WIND COEFFICIENTS: Surf--Wind_1--- --Wind 2--- Long_Wind Surface Id Left Right Left Right 1 2 Friction 1 0.43 -0.61 0.79 -0.25 -0.63 -0.63 0.00 2 -1.25 -0.71 -0.89 -0.35 -0.87 -0.55 0.00 3 -0.61 0.43 -0.25 0.79 -0.63 -0.63 0.00 DESIGN LOADS: -Load- ---Live-----Add-Snow- --Wind-l- --Wind Long_Wind -- Aux -Load ift Slide Rain Lt Rt Lt Rt Lt Rt Long No. Id Dead Coll Roof Floor Snow Or Id Coef 70 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 Page 19 Of 53 ■= 8/21/2014 Customer STEEL VISION CONSTRUCTION, Date Description MONKEY BARS Designed B AF O Checked By 9 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 10 1.00 1.00 0.75 0.00 0.00 0. 0 0.00 11 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0 0.00 12 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0. 00 13 1.00 1.00 0.00 0.00 0.00 0. 0 0.00 14 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.0 0 0.00 15 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0. 00 0 0.00 16 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0. 00 0 0.00 17 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.0 0 0.00 00 0.00 0.00 0.00 0.00 0.00 0.00-0.60 0.00 0. 00 18 1.00 1.00 0.00 0.00 0.00 0. 0 0.00 00 0.00 0.00 0.00 D.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0. 00 19 1.00 1.00 0. 0 0.00 20 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.60 0.0 0 0.00 21 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.0 0 0.00 22 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0. 00 23 1.00 1.00 0.75 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.0 24 1.00 1.00 0.75 0 0.00 25 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0. 00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.45 0.00 0.0 26 1.00 1.00 0.75 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.0 27 1.00 1.00 0.75 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.45 0.0 28 1.00 1.00 0.75 0 0.00 29 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0. 00 0 0.00 30 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.0 0 0.00 31 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.0 0 0.00 32 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.0 0 0.00 0. 00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.0 33 1.00 1.00 0.00 0.00 0.75 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.45 0.00 0.0 34 1.00 1.00 0.00 0.00 0.75 0 0.00 35 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.0 0 0.00 Page 20 Of 53 Job No I Mwo 9733 _ Customer STEEL VISION CONSTRUCTION, I Date 8/21/2014 Description MONKEY BARS Designed H AF Checked BY 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.45 0.00 C- 36 1.00 1.00 D 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 37 0.60 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 38 0.60 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 39 0.60 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 40 0.60 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o.000.00 0.60 0.00 0.00 41 0.60 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.60 0.00 0.00 42 0.60 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 43 0.60 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.60 0.00 44 0.60 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 f 45 1.06 1.06 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 46 1.06 1.06 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 47 1.04 1.04 0.75 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 48 1.04 1.04 0.75 0 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 49 1.04 1.04 0.00 0 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 i 50 1.04 1.04 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 51 0.54 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 52 0.54 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 i 53 1.06 1.06 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 54 1.04 1.04 0.75 l 0 0.00_ 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 55 1.04 1.04 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 56 0.54 0.00 0.00 0 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 57 1.00 1.00 0.00 3 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 58 1.00 1.00 0.00 3 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 59 1.00 1.00 0.00 0.00 4 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 60 1.00 1.00 0.00 4 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 61 1.00 1.00 0.00 5 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 62 1.00 1.00 0.00 5 1.00 Page 21 Of 53 Job er M9733 X Customer STEEL VISION CONSTRUCTION, Date 8/21/2014 Description MONKEY BARS Designed B AF W, Checked By AUXILIARY LOADS: No. Aux Aux No. Aux Id Name Load 5 1 F2PAT_SL_l 1 2 F2PAT_SL_2 1 3 F2PAT_SL_3 2 4 F2PAT_SL_4 2 5 F2PAT_SL_5 2 ADDITIONAL LOADS: Fy No. Add Surf Basic Load Add Id Id Type Type 0.00 2 0.00 D 0.00 2 0.00 D 0.00 0.00 U_SNOW 0.00 4 0.00 U_SNOW 0.00 5 0.00 DRIFT D 6 63 1.00 D 1.00 2 0.00 D 0.00 0.50 40.14 60.21 -0.44 -0.44 0.080 60.21 84.29 -0.18 -0.18 1 1.00 50.17 84.29 0.00 -0.20 0.080 0.00 0.00 0.00 0.00 0.00 0.00 50.17 0.00 84.29 0.00 0.00 0.0 64 1.00 1.00 0.00 0.00 0.50 1 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 65 1.00 1.00 0.00 0.00 0.50 2 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 . 00 66 1.00 1.00 0.00 2 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 67 1.00 1.00 0.00 0.00 1.00 1 -1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 68 1.00 1.00 0.00 0.00 1.00 1 -1.00 1.00 0. 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 69 1.00 1.00 0.00 0.00 2 -1.00 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 70 1.00 1.00 0.00 0.00 1.00 0. 2 -1.00 AUXILIARY LOADS: No. Aux Aux No. Aux Id Name Load 5 1 F2PAT_SL_l 1 2 F2PAT_SL_2 1 3 F2PAT_SL_3 2 4 F2PAT_SL_4 2 5 F2PAT_SL_5 2 ADDITIONAL LOADS: Fy No. Add Surf Basic Load Add Id Id Type Type 7 1 2 U_SNOW D 2 2 U_SNOW D 3 2 U_SNOW D 4 2 U_SNOW D 5 2 DRIFT D 6 2 DRIFT D 7 2 DRIFT D RIGID FRAME #3: --------------- BASIC LOADS: Add Load Id Coeff 1 0.50 4 0.50 1 0.50 2 0.50 2 0.50 3 0.50 3 0.50 4 0.50 Dead Coll Live Snow Rain 2.5 3.0 12.0 35.0 0.0 Basic Defl Temperature Wind Ratio Change 26.5 0.44 0 BASIC LOADS AT EAVE: Seismic Weak_Axis L Weak_Axis Wind Seis R --Torsion-- -ace- Load Wind Seis Wind Seis Wind Seis Wind 2,73 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 WIND COEFFICIENTS: Surf --Wind 1--- --Wind 2--- Long wind Surface Conc Dist Fx Fy Mom Dx Dy W1 W2 Co D11 D12 -0.44 -0.44 0.080 0.00 20.07 -0.44 -0.44 0.080 20.07 40.14 -0.44 -0.44 0.080 40.14 60.21 -0.44 -0.44 0.080 60.21 84.29 -0.18 -0.18 0.080 50.17 84.29 0.00 -0.20 0.080 77.93 84.29 -0.95 -0.95 0.080 50.17 84.29 Dead Coll Live Snow Rain 2.5 3.0 12.0 35.0 0.0 Basic Defl Temperature Wind Ratio Change 26.5 0.44 0 BASIC LOADS AT EAVE: Seismic Weak_Axis L Weak_Axis Wind Seis R --Torsion-- -ace- Load Wind Seis Wind Seis Wind Seis Wind 2,73 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 WIND COEFFICIENTS: Surf --Wind 1--- --Wind 2--- Long wind Surface Conc Dist Page 22 Of 53 .�8/21/2014 Customer STEEL VISION CONSTRUCTION, Date Designed 8 AF Deecriptionl MONKEY BARS W. I , Checked By Id Left Right Left Right 1 2 Y'r1CL1011 1 0.43 -0.61 0.79 -0.25 -0.63 -0.63 0.00 2 -1.25 -0.71 -0.89 -0.35 -0.87 -0.55 0.00 3 -0.61 0.43 -0.25 0.79 -0.63 -0.63 0.00 DESIGN LOADS: --Add Snow- --Wind-l- --wind_2- Long -Wind -- -Load- ---Live--- - - Aux -Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Lt Rt Lt Rt Lt Rt Long Id Coef 56 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0 0.00 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0 0.00 3 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 0 0.00 4 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 0 0.00 5 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 0 0.00 6 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 0 0.00 7 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0 0.00 8 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0 0.00 9 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0 0.00 10 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 0 0.00 00 11 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 0 0.00 12 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D. 00 0 0.00 13 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.0 0 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.0 14 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 15 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.0 16 1.00 1.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0. 00 17 1.00 1.00 0.00 0.00 0.00 0 0.00 18 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.60 0.00 0.0 0 0.00 19 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.60 0.0 20 1.00 1.00 0.00 0.00 0.00 0 0.00 21 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.0 0 0.00 22 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.0 0 0.00 Page 23 Of 53 'D,ate ��q • Customer STEEL VISION CONSTRUCTION, gned B Description MONKEY BARS ked By D 30 23 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 00 0 0.00 24 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0 0.00 25 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 . 00 0.00 0.00 0.00 0. 26 1.00 1.00 0.75 0.00 0.00 00 0.00 0.00 0.00-0.45 0.00 0.0 0 0.00 00 27 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0. 0 0.00 0 0.00 28 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.45 0.0 0 0.0 2.45 0.00 0.00 0.00 0.00 0.00 0.0 0 9 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0 0 0.00 30 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.0 0 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.0 31 1.00 1.00 0.00 0 0.00 32 1.00 1.00 0.00 00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0. 33 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.0 0 0.00 00 34 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.45 0.00 0. 0 0.00 0 0.00 35 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.0 0 0.00 36 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.45 0.0 0 0.00 37 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.0 0 0.00 38 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.0 0 0.00 39 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.0 .00 0.00 0.00 40 0.60 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.60 0.00 0.00 0.0 0 0.00 00 0.00 0.00 41 0.60 0.00 0.00 0.00 0.00 0. 0.00 0.00 0.00 0.00 0.60 0.00 0.0 0 0.00 00 0.00 0.00 42 0.60 0.00 0.00 0.00 0.00 0. 0.00 0.00 0.00 0.00-0.60 0.00 0.0 0 0.00 .00 0.00 0.00 43 0.60 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.60 0.0 0 0.00 0 0.00 44 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.60 0.0 0 0.00 45 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0 0.00 46 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0 0.00 0.00 0.00 0.00 0.00 47 1.04 1.04 0.75 0.00 0.00 0.0 0.00 0.00 0.00 0.0 0 0.00 0 0.00 48 1.04 1.04 0.75 0.00 0.00 0.00 0..00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 0 0.00 49 1.04 1.04 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0 0.00 Page 24 Of 53 �_ 8/21/2014 Customer STEEL VISION CONSTRUCTION, Date Description MONKEY BARS Designed 8 AF © Checked By ,50 1.04 1.04 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 51 0.54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0 0.00 0.00 52 0.54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 53 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 54 1.04 1.04 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 0 0.00 55 1.04 1.04 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 56 0.54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 ADDITIONAL LOADS: Conc No. Add Surf Basic Load Fx W2 Mom 11 DY Add Id Id Type Type W1 W2 80 D93 D29 .. Dist 5 1 2 DRIFT D 0.00 -0.41 0.080 77.93 84.29 2 2 DRIFT D -0.14 -0.14 0.080 79.27 84.29 3 2 DRIFT D 0.00 0.00 0.080 50.17 84.29 4 2 DRIFT D 0.00 -1.86 0.080 58.16 84.29 5 2 DEAD D -0.04 -0.04 0.080 79.27 84.29 M9733--------------- Reactions, _Anchor -Bolts, -& Base Plates: -8/21/14-_---2:23pm- ----- Foundation_Loads(k )----- ----- Base Plate Frame Col Max _Pos_Val Max_Neg_Val Anc._Bolt Base- Plate Line Id Horz Vert Id HorzVert No. Diam Width Len Thick ____ _ __ ----- _____ i____ E 14 3.8 -4.5 13 -3.5 -3.3 4 0.750 6.00 8.00 0.375 1 0.0 12.8 14 3.8 -4.5 1 D 14 4.1 -3.5 13 -3.7 -2.5 4 0.750 6.00 8.00 0.375 15 0.0 10.1 14 4.1 -3.5 1 C 16 4.5 -5.1 13 -4.1 -3.6 4 0.750 6.00 8.00 0.375 1 0.0 41.2 16 4.5 -5.1 ____ __ _____ _____ 3____ B _____ __ 12 0.7 0.4 22 -13.4 -15.1 4 0.750 8.00 9.00 0. 375 23 0.2 16.2 -'--- -- ----' ------ -- _ 1.2 A 18 2.5 0.5 19 2.7 0.9 4 0.750 6.00 9.00 0.37 15 0.5 5.6 1.8 A 18 3.2 0.5 19 -3.3 -0.9 4 0.750 6.00 9.00 0.375 15 0.5 5.6 2 - 37. g 1 37.7 68.2 2 -11.8 -17.4 4 1.000 8.00 16.00 0.375 2 A 3 10.3 -11.3 1 -37.9 111.1 4 1.000 8.00 16.00 0.625 1 -37.9 111.1 4 4.0 -15.7 1 F 5 6.3 7.1 6 -4.1 -4.3 4 0.750 6.00 17.00 0.375 7 4.2 9.3 2 -3.3 -5.1 Page 25 Of 53 Job No M9733 ® Customer STEEL VISION CONSTRUC'LZON, Date 8/21/2014 Description MONKEY BARS o Designed ByChecAF - 1 ------------------- LOAD A 8 2.6 -0.8 9 -1.7 -1.6 4 0.750 6.00 11.00 0.375 1 -0.4 19.4 2 -1.7 -2.4 3 3 F A 1 3 26.9 12.6 47.5 -12.5 2 1 -15.4 -27.0 -20.6 70.8 4 4 1.000 1.000 8.00 10.00 14.00 14.00 0.375 0.500 1 -27.0 70.8 2 5.1 -17.1 1 E 3 0.0 -10.8 3 0.0 -10.8 4 0.750 6.00 8.00 0.375 10 0.0 11.9 1 D 2 0.0 -5.2 2 0.0 -5.2 4 0.750 6.00 8.00 0.375 11 0.0 11.1 1 C 2 0.0 -5.3 2 0.0 -5.3 4 0.750 6.00 8.00 0.375 ----- ------ 1 -- 0.0 ----- 38.7 ----- -- ----- ----- --- ---- ----- ----- ----- --- ------------------- LOAD COMBINATIONS: ------------------ Id --------------- Id Combination 1 DL+CL+SL+Drift 2 0.60DL+0.60WL1 3 0.60DL+0.60WR1 4 0.60DL-0.6OLnWndl 5 DL+CL+0.60WR1 6 0.60DL+0.60WL2 7 DL+CL+0.75SL+0.45WR2 8 0.60DL+0.60WR2 9 DL+CL+0.60WL1 10 DL+CL+SL/2+F2PAT_SL_3 11 DL+CL+SL/2+F2PAT_SL_4 12 0.60DL+0.60WR2+0.60WS 13 0.60DL+0.60WP+0.60LnWnd2 14 0.60DL+0.60WL2+0.60WS 15 DL+CL+SL 16 0.60DL+0.60WL1+0.60WS 17 DL+CL+0.75SL-0.45LnWndl 18 DL+0.60WP 19 0.60DL+0.60WS 20 0.60DL+0.60WS+0.6OLnWnd2 21 0.60DL+0.60WP+0.60LnWndl 22 0.54DL+0.70XB E+ 23 1.06DL+1.06CL+0.70XB_E- 24 0.54DL+0.70XB E- ___________ M9733 Bracing Reactions Report: 8/21/14 2:23pm BUILDING BRACING REACTIONS: --------------------------- M� Customer STEEL VI51u Deacrip tion MONKEY BARS 0 Page 26 Of 53 Date d/ Designed 8 AF Checked By M9733 Additional Reactions Report: 8/21/14 2:23pm Rigid Frame Column Reactions --------------------------- Frame Line Col Line ------Reactions(k )------- Vanni ---Live--- Horz Vert _____ _____ Col ----Wind---- --Seismic--- Shear ---wall-- Loc Line Line Horz Vert Horz Vert (lb/ft) L_EW 1 Rigid Frame At Endwall Frame Line col Line -wind_L1-- Horz Vert -Wind_Rl-- Horz Vert 275.46 F SWA _R2-- Vert -LnWind_l- Horz Vert 2____ 2 R_EW 3 Rigid Frame At Endwall -20.0 -22.2 4.4 -17.2 6.8 17.5 -1.8 -12.9 -7.8 -33.1 9.4 -34.2 154.10 B SW F -LnWind_2- Horz Vert Seismic -L- Horz Vert _____ Seismic_R- Horz Vert _____ ----- ___2---- Page 26 Of 53 Date d/ Designed 8 AF Checked By M9733 Additional Reactions Report: 8/21/14 2:23pm Rigid Frame Column Reactions --------------------------- Frame Line Col Line ---Dead--- Horz Vert Collateral Horz Vert ---Live--- Horz Vert _____ _____ ---Snow--- Horz Vert ____ --Drift--- Horz Vert 2___ __ 2 _____ g A _ _-2.7 7.2 -2.7 8.0 __ 1.9 4.1 -1.9 4.1 7.6 16.2 -7.6 16.3 22.2 -22.2 47.2 47.6 10.8 9.8 -11.0 51.5 Frame Line col Line -wind_L1-- Horz Vert -Wind_Rl-- Horz Vert -Wind L2-- Horz Vert _____ ----- -Wind Horz ____ _R2-- Vert -LnWind_l- Horz Vert 2____ 2 ------ F A _____ _____ -22.4 -36.2 6.8 -31.1 _____ 4.3 -15.7 20.0 -26.8 -20.0 -22.2 4.4 -17.2 6.8 17.5 -1.8 -12.9 -7.8 -33.1 9.4 -34.2 Frame Line Col Line -LnWind_2- Horz Vert Seismic -L- Horz Vert _____ Seismic_R- Horz Vert _____ ----- ___2---- 2 ---- 2 ______ F A _____ _____ -3.1 -21.5 2.6 -21.1 _____ -3.9 -2.2 -3.0 2.2 3.9 2.2 3.0 -2.2 ___________________________________________ Frame Line Col Line ---Dead--- Horz Vert Collateral Horz Vert ---Live Horz Vert ____ ---Snow--- Horz Vert ____ --Drift--- Horz Vert 1---- 1 1 1 1 ______ F A E D C _____ 0.0 1.0 0.0 0.9 0.0 1.3 0.0 1.2 0.0 1.5 0.0 0.3 0.0 0.4 0.0 0.8 0.0 0.7 0.0 0.9 0.0 1.4 0.0 1.7 0.0 3.2 0.0 2.9 0.0 3.7 0.1 -0.1 0.0 0.0 0.0 4.0 4.9 9.4 8.4 10.7 0.1 0.2 -0.2 13.2 0.0 -0.3 0.0 0.6 0.0 25.6 Frame Col -wind_L1-- -Wind_Rl-- -Wind_L2-- -Wind_R2-- -LnWind_1- Page 27 Of 53 Job No wiz '�J - 8/21/2014 Customer STEEL VISION CONSTRUCTION, - Date Designed B AF m Description MONKEY BARS Checked By kine Line _____ 1 F 1 A 1 E 1 D 1 C Frame C01 Line Line 1 1 A 1 E 1 D 1 C Horz Vert Horz Vert Horz Vert Horz ----- ----- - -5.5 -9.5 10.4 9.7 -6.9 -8.1 -2.9 -4.8 2.9 -4.2 -1.5 -2.9 0.0 -3.4 0.0 -19.3 0.0 _0,2 0.0 -10.0 0.0 -2.5 0.0 0.0 -10.4 0.0 -5 .3 0.0 -8.3 -LnWirid- 2- Seismic_L- Seismic -R- Horz Vert Horz Vert Horz Vert _____ _ 2.3 -2.4 -2.6 -3.9 2.6 3.9 -2.5 -3.1 -0.4 0.6 0.4 -4.5 0.0 -3.7 0.0 4.5 0.0 0.0 -4.3 0.0 -0.7 0.0 0.7 0.0 -3.1 0.0 -0.5 0.0 0.5 Vert Horz Vert 9.0 11.1 3. - 4.3 -2.2 -2.3 -4.5 0.0 10.3 0.0 -6.3 0.0 -3.1 0.0 -5.8 F2PAT_SL_1 F2PAT_SL_2 Horz Vert Horz Vert 0.0 2.1 0. 0.0 2.6 0.0 0.1 0.0 -0.3 0.0 -0.5 0.0 0.0 0.0 3.2 Frame COI Line Line F2PAT_SL_3 Horz Vert F2PAT_SL-4 Horz Vert F2PAT_SL_5 Horz Vert i---- F 1 A 1 E 1 D 1 C --0.0 1.9 0.0 0.1 0.0 5.0 0.0 2.2 0.0 -0.3 0.0 -0.2 0.0 -0.2 0.0 2.2 0.0 5.0 0.0 2.1 0.0 0.1 0.0 2.4 0.0 -0.2 0.0 2.0 0.0 5.6 ------------------------------- Frame Col Line Line 3F 3 A Fram Line Col Line Line 338.3 ------ 3 A ---Dead--- Horz Vert 2.4 5.6 -2.4 6.4 -Wind L1-- - Horz Vert _____ _____ ----- -28.1 -40.0 10.9 -35.0 Collateral Horz Vert ---- --- 1.7 3.2 -1.7 3.2 -Wind R1-- - Horz Vert _____ 3.6 -15.4 23.4 -27.2 --- Horz Vert 6.8 12.6 -6.8 12.6 -Wind L2-- _ Horz Vert _____ _____ -25.5 -24.2 8.5 -24.2 ---Snow--- Horz Vert 19.8 36.6 -19.8 36.9 -Wind R2-- - Horz Vert _____ _____ 6.0 -4.6 20.9 -16.4 --Drift--- Horz Vert 3.0 2.2 -3.1 24.4 -LnWind_l- Horz Vert -__-- ----- -7 - 8.7 -26.5 Frame Col Line Line -LnWind_2- Horz Vert Seismic -L- Horz Vert - Seismic -R- Horz Vert Ln -Seismic Horz Vert 3 3 A ------------------------------------------------------------------------------ -3.2 -29.3 2.8 -16.3 ---- -3.1 - 1.7 -2.3 1.7 2.3 -1.7 6.4 0.0 10.0 Endwall Column Reactions ------------------------- Page 28 Of 53 Job No I s Customer) STEEL VISION CONSTRUCTION, Date 8/21/2014 ST � Designed B AF Description MONKEY BARS We J Checked By WInCL K' Frame Col Dead Coll Live Snow Drift Wind Ll Line Line Vert Vert Vert Vert Vert Vert Vert Vert ----- _____ _____ _____ _____ _____ _____ i---- E 1.7 0.9 4.6 10.0 0.1 -9.2 -5.3 9. 1 D 1.4 0.7 3.6 8.0 -0.2 -7.3 -4.3 -7.3 1 C 1.9 1.0 5.1 11.2 27.1 -10.4 -5.9 -10. Wind R2 Wind Wind_S LnWindl Ld2 SVertL SVertR Frame Col _ Vert Vert Line Line Vert Horz Horz ----- -----0.1 ----- ----- E _5.3 -5.8 6.4 -7.2 -7.2 0.1 - 1 1 D -4.3 -6.2 6.8 -5.7 -5 .7 0.1 -0. 1 0.1 -0.1 C -5.9 -6.8 7.6 -8.0 -8.0 Frame Col-E1PAT_SL_I--E1PAT_SL-2--E1PAT_SL_3--E1PAT_SL_4- Line Line Horz Vert Horz Vert Horz Vert Horz Vert E 1 0.0 2.8 0.0 0.2 0.0 2.1 0.0 5.1 1 D 0.0 -0.4 0.0 -0.7 0.0 -0.2 00 2.0 1 C 0.0 0.1 0.0 3.5 . Frame Col-E1PAT_SL_5- Line Line Horz Vert ------- E 0.0 -0.2 1 D 0.0 1.9 1 C 0.0 5.9 ------------------------- Frame Col Dead Wind_P Wind_S ... XB E+____ ___XB _ - E_____ Line Line Vert Horz Horz Horz Vert Horz Vert 3 B --0.7 -0.9 1,1 -19.2 -22.1 0.2 22.1 --------------------- ------ Soldier Column Reactions ------------------------- Frame Line Col Line Dead Vert Coll Vert ----Live Horz Vert -- --Snow---- Horz Vert Wind P - Horz ---Wind_5--- Horz Vert 1.2 1.8 A A -- 0.5 0.5 0.1 0.1 0.1 0.9 0.1 0.9 0.5 4.9 0.5 4.9 4.2 5.3 -4.6 -5.6 - . -2.0 Frame Col LnWindl Line Line Horz 1.2 A _2.4 1.8 A -3.0 Customer sre:n., •��•�' Description MONKEY BARS 0 Page 29 Of 53 Date i 8/21/2014 Designed B}% AF By 8/21/14= 2-23pm M9733 Seismic Design Report: Building Data ------------- Code Length Width Left Eave Height Right Eave Height Seismic Formula --------------- Base Shear, V =IBC 12 = 51.42 = 84.00 = 25.00 = 32.00 0.667*Ie*Fa*Ss*W/R Shear Force, E = Rho*V wind bent, wind column & base reactions (Rigid frame, endwall frame, Shear Force, RM = Omega*V (Wail diagonal bracing, splice at rigid frame & wind bent knee) Note: Applied load is seismic force multiplied by load combination Fa*Ss = 0.643 Zone/Design Category= D 1.000 Is Seismic Dead Load, W ----------------- Snow ------- ---- Snow Factor Roof Snow Roof Dead+Collat Frame Dead Roof Total L_EW Dead F_SW Dead R_EW Dead B SW Dead F SW Extend Dead Seismic Forces -------------- = 0.200 = 35.00 (psf ) = 5.50 (psf ) - 2.00 14.50 (psf ) (psf ) Weight= 62.63 (k ) - - 2.00 (psf ) Weight= 2.56 (k ) (k ) - 2.00 (psf ) Weight= 1.90 2.42 (k ) - 2.00 (psf ) Weight= Weight= 1.29 (k ) - 2.00 = 11.00 (psf ) (psf ) Weight= 0.97 (k ) Total = 71.76 (k ) Roof Bracing Rho= 1.30 R = 3.25, Cs = 0.1319 W = 67.61 (k ) Page 30 Of 53 Page 31 Of 53 Job No MY/3a Customer STEEL VISION CONSTRUCTION, Date 21/2014 8/ Designed 8}� AF Description MONKEY BARS Y m i Checked BPj -M9733A--------------Design Loads For -Building -Components: 8/21/14-----2-28pm- FRONT SIDEWALL: --------------- BASIC LOADS: Basic Wind -Load -Ratio Wind Deflect Factor 28,5 0.44 0.60 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 25.7 -28.3 30.8 -33.3 24.9 -27.2 40.6 -27.1 BACK SIDEWALL: --------------- BASIC LOADS: ----- Edge_Strip_Ratio----- Zone Col/ Width Girt Panel Jamb 8.00 1.09 1.23 1.06 .. Girt/Header Panel Jamb Parapet Basic Wind -Load -Ratio Wind Deflect Factor 28.5 0.44 0.60 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 25.7 -28.3 30.8 -33.3 24.9 -27.2 40.6 -27.1 LEFT ENDWALL: -------------- BASIC LOADS: Dead Coll Live Snow Load Load Load Load 0,0 0.0 0.0 0.0 BASIC LOADS AT SAVE: Seis ---Torsion--- Load Wind Seismic ----- Edge_Strip_Ratio----- Zone Col/ Width Girt Panel Jamb 8.00 1.09 1.23 1.06 .. Girt/Header Panel Jamb Parapet Rain Basic Wind -Load -Ratio Load Wind Deflect Factor 0.0 0.0 0.44 0.60 ----Edge_Stxip_Ratio---- Zone Col/ Width Girt Panel Jamb 8.00 1.09 1.23 1.07 Page 32 Of 53 Job No M9'/33 - STEEL VISION CONSTRUCTION, Date 18/21/2014 Customer) Designed B]� AF Description MONKEY BARS o Checked By 0.00 0.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 0.0 0.0 .. Column 0.0 0.0 .. Girt/Header 0.0 0.0 .. Jamb 0.0 0.0 .. Panel 0.0 0.0 .. Parapet WIND COEFFICIENTS: Rafter Column/Brace Column/Rafter Long Surface Surf Wind -1 Wind_2 _ Left Right Left Right Wind Friction Id Left Right 0.67 -0.59 -0.63 0.00 1 0.40 -0.59 0.76 -0.23 -0.69 -0.87 0.00 2 -1.20 -0.69 -0.84 -0.33 -1.20 -0.98 0.40 -0.63 0.00 3 -0.59 0.40 -0.23 0.76 COLUMN & BRACING DESIGN LOADS: --Add-Snow- Tran _Add Snow- Wind 1 Wind_2 Long_Wind Load ---Live--- - - Tran Aux -Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 SeiS Id Coef 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 45 1 0.00 0.00 0.00 0.00 0.00 0. 0.00 0 0.00 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 0.00 0 0.00 00 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 0,00 0 0.00 00 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 0.00 0 0.00 5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00 0 0.00 00 6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 0.00 0 0.00 7 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 9 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 000 0.00 0 0.0 10 0.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00 0 0.00 11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 0.00 0 0.00 12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 0.00 0 0.00 13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00 0 0.00 14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 15 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 Page 33 Of 53 Job No I M9733 Customer STEEL VISION CONSTRUCTION, Date 8/21/2014 X Description MONKEY BARS Designed By AF © Checked By 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 16 0.00 0.00 0.00 0.00 0 0.00 17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 18 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 20 0.00 0.00 0.00 0.00 0 0.00 21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 22 0.00 0.00 0.00 0.00 0 0.00 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 24 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 25 0.00 0.00 0.00 0.00 0 0.00 26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 27 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 29 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 31 0.00 0.00 0.00 0 0.00 32 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 33 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 i 34 0.00 0.00 0.00 {' 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 �- 35 0.00 0.00 0.00 0.00 0 0.00 36 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 37 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 38 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 39 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 j 40 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 41 0.00 0.00 0.00 0.00 0 0.00 42 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 Page 34 Of 53 No •_ Customer1 STEEL VISION CONSTRUCTION, Date 1 8/21/2014 X Designed ByI AF Description MONKEY BARS I Checked By 9 3M 43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 44 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 RAFTER DESIGN LOADS:Aux Loa Load--Add_Snow- Wind 1 Wind_2 Long _ No Id Dead Coll Live Snow Drift Slide Rain Left Right Left Right Wind Seis Id Coe 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 34 1 1.00 1.00 1.00 0.00 0.00 0.0 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 3 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.0 4 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.0 5 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.0 6 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.0 0 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.0 7 1.00 1.00 0.00 0.00 0.00 0.0 8 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 9 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.0 10 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.0 11 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.0 12 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.0 13 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.0 14 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 15 1.00 1.00 0.75 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.0 16 1.00 1.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 O.00 17 1.00 1.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.0C 18 1.00 1.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.0( 19 1.00 1.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.0( 20 1.00 1.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0( 21 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.0( 22 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.0( 23 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.01 24 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.01 25 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.0� 26 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 27 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.0 28 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.0 29 1.04 1.04 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.0 30 1.04 1.04 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.0 31 1.04 1.04 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.0 32 1.04 1.04 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.0 34 0.54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.0 33 0.54 0.00 0.00 0.00 RIGHT ENDWALL: -------------- BASIC LOADS: ---- Edge_Strip_Ratio---- Dead Coll Live Snow Rain Basic Wind -Load -Ratio Zone Col/ Load Load Load Load Load Wind Deflect Factor Width Girt Panel Jamb 2.5 3.0 16.0 35.0 0.0 28.5 0.44 0.60 8.00 1.09 1.23 1.07 Job No Customer Description m M9733 STEEL VISION CONSTRUCTION, Date MONKEY BARS Desi BASIC LOADS AT EAVE: Seis ---Torsion--- Load Wind Seismic 0.00 0.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 24.9 -27.5 ., column 25.7 -28.3 .. Girt/Header 24.9 -27.2 .. Jamb 30.8 -33.3 .. Panel 40.6 -27.1 •. Parapet By Page 35 Of 53 8/2 WIND COEFFICIENTS: Column/Rafter Rafter Column/Brace Lon Wind -1 g Surface Surf _ Wind 2 Wind_2 Id Left Right Left Right - Left Right Wind Friction 1 0.40 -0.59 0.76 -0.23 0.40 -0.98 -0.63 0.00 2 -0.69 -1.20 -0.33 -0.84 -0.69 -1.20 -0.87 0.00 3 -0.59 0.40 -0.23 0.76 -0.59 0.67 -0.63 0.00 COLUMN & BRACING DESIGN LOADS: --Add Snow- Wind -1 Wind -2 Long_Wind Load ---Live--- - Tran Aux _Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 Seis Id Coef 00 45 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 0.00 0 0.00 00 2 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 0.00 0 0.00 3 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 0.00 0 0.00 00 4 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 0.00 0 0.00 00 5 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 0.00 0 0.00 6 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0. 00 0.00 0 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.6 7 1.00 1.0 0.00 0 0.0 8 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0. 0 0.00 0 0.0 9 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.6 0 0.00 0.00 00 10 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0. 0 0.00 0.00 00 11 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0. 0 0.00 0.00 00 12 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0. 0 0.00 0 0.00 13 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.0 0.00 0 0.00 14 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Page 36 Of 53 ■_ Customer l STEEL VISION CONSTRUCTION, Date 1 8/21/2014 Description) MONKEY BARS I Designed B� AF o IChecked Byl 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 15 0.60 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 17 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 18 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 19 0.60 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 20 0.60 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 21 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 22 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 23 1.00 1.00 0.75 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 24 1.00 1.00 0.75 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 25 1.00 1.00 0.75 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 26 1.00 1.00 0.75 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 27 1.00 1.00 0.75 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 28 1.00 1.00 0.75 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 29 1.00 1.00 0.75 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 30 1.00 1.00 0.00 0.00 0.75 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 31 1.00 1.00 0.00 0.00 0.75 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 32 1.00 1.00 0.00 0.00 0.75 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 33 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 34 1.00 1.00 0.00 0.00 0.75 0.00 0 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 35 1.00 1.00 0.00 0.00 0.75 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 36 1.00 1.00 0.00 0.00 0.75 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 37 1.00 1.00 0.00 0.00 0.75 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 38 1.06 1.06 0.00 0.00 0.00 0.00 0.70 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 39 1.06 1.06 0.00 0.00 -0.70 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 40 1.04 1.04 0.75 0.00 0.00 0.52 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 41 1.04 1.04 0.75 0.00 0.00 Page 37 Of 53 Job No M9733 Customer STEEL VISION CONSTRUCTION, Date 8/21/2014 o Description MONKEY BARS Designed By AF "M N!nIkE Checked By -0.52 0 0.00 42 1.04 1.04 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 43 1.04 1.04 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 44 0.54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 45 0.54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 RAFTER DESIGN LOADS: Load --Add Snow- Wind 1 Wind Long Aux _Loa No Id Dead Coll Live Snow Drift Slide Rain Left Right Left R_ight Wind Seis Id Coe 41 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 3 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.0 4 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.0 5 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.0 6 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.0 7 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.0 8 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 9 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.0 10 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.0 11 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.0 12 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.0 13 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.0 14 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 15 1.00 1.00 0.75 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.0 16 1.00 1.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.0 17 1.00 1.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.0 18 1.00 1.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.0 19 1.00 1.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.0 20 1.00 1.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 O.00 21 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 22 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 O.00 23 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 O.00 24 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 O.00 25 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 O.00 26 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 O.00 27 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 O.00 28 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 O.00 29 1.04 1.04 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.0( 30 1.04 1.04 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 O.00 31 1.04 1.04 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 O.00 32 1.04 1.04 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 33 0.54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.0( 34 0.54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.0( 35 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.0( 36 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.0( 37 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.0( 38 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.0( 39 1.00 1.00 0.00 0.50 0.00 o.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.0( 40 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 -1.0( 41 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 -1.0( , Date Checked By Page 38 Of 53 8/21/2014 AF AUXILIARY LOADS: Job No M9733 Wa Customer STEEL VISION Description MONKEY BARS Aux No. Add , Date Checked By Page 38 Of 53 8/21/2014 AF AUXILIARY LOADS: Wind Wind Press Suct Suct_Roof 10.8 No. AUX Aux No. Add -Load 13.7 -36.5 Aux Id Name Load Id Coeff 40.6 -27.1 5 1 E2PAT_SL_1 1 1 0.50 2 E2PAT_SL_2 1 4 0.50 3 E2PAT_SL_3 2 1 0.50 2 0.50 4 E2PAT_SL_4 2 2 0.50 3 0.50 5 E2PAT_SL_5 2 3 0.50 4 0.50 ADDITIONAL LOADS: X Y Conc No. Add Loc Basic Load Fx Fy Mom D11 .. D12 Dist Add Id Id Load Type W1 W2 CO .. 1 2 U_SNOW D -0.44 -0.44 -0.08 0.00 20.07 4 2 2 U_SNOW D -0.44 -0.44 -0.08 20.07 40.14 3 2 U_SNOW D -0.44 -0.44 -0.08 40.14 60.21 4 2 U SNOW D -0.44 -0.44 -0.08 60.21 80.28 ROOFDES: BASIC LOADS: Dead Coll Live Snow Rain Basic Wind -Load -Ratio Surface Seis Load Load Load Load Load Wind Deflect Factor Friction Factor Snow 2.5 3.0 20.0 35.0 0.0 28.5 0.44 0.60 0.00 1.000 0.20 WIND PRESSURE/SUCTION Wind Wind Wind Press Suct Suct_Roof 10.8 -36.5 0.0 -45.2 13.7 -36.5 15.7 -3.0 -13.8 21.4 -6.8 40.6 -27.1 21.6 Purlins .. Gable Extensions Panels .. Long Bracing, Building .. Long Bracing, Wall Edge Zone .. Long Bracing, Facia/Parapet EDGE & CORNER ZONE WIND: Wind Surf No. Zone--Purlin--- ---Panel--- Id Id Zone Id Width Length Press Suct Press Suct 1 2 9 1 0.00 0.00 1.00 1.00 1.00 1.00 3 0.00 16.00 1.00 1.31 1.00 1.39 4 8.00 0.00 1.00 1.08 1.00 1.15 5 0.00 16.00 1.00 1.31 1.00 1.39 6 16.00 0.00 1.00 1.31 1.00 1.39 7 16.00 16.00 1.00 1.08 1.00 1.54 8 16.00 16.00 1.00 1.08 1.00 1.54 9 16.00 32.00 1.00 1.39 1.00 2.17 10 16.00 32.00 1.00 1.39 1.00 2.17 2 2 1 1 0.00 0.00 1.00 1.00 1.00 1.00 EDGE & CORNER ZONE WIND: LONGITUDINAL Page 39 Of 53 Job N01 M9133 _8/21/2014 Customer STEEL VISION CONSTRUCTION, Dte Description MONKEY BARS Desiagned 8 AF Checked By ind Surf No. Zone Pu Id Id Id Zone Id Width Length Suct 3 2 1 1 0.00 0.00 1.00 PURLIN DESIGN LOADS: --Add Snow- Wind Wind Aux Load Surf --Load-- Id No. Id Dead Coll Live Snow Drift Slide Rain Press Suct Id Coef 2 13 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 4 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0 0.00 5 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0 0.00 6 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 3 1.00 7 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 4 1.00 g 1,00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 5 1.00 1 1.00 9 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 10 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 2 1.00 11 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1 -1.00 12 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 2 -1.00 13 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 5 1.44 BRACING DESIGN LOADS:--Add_Snow- Wind Wind Seis Aux_Load --Load- No. Id Dead Coll Live Snow Drift Slide Rain Press Suct Load Id Coef 12 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.45 0.00 0 0.00 3 1.00 1.00 0.75 0.00 0.00 0.00 0.00 4 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 6 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.0 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.660 0.00 0 0.00 S 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 10 1.04 1.04 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 11 1.04 1.04 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 12 0.54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 AUXILIARY LOADS: NNo. Add Load No. Aux Aux Aux Id Name Load Id Coef 5 1 PAT_SL_1 1 1 0.50 2 PAT_SL_2 1 4 0.50 3 PAT_SL_3 2 1 0.50 2 0.50 4 PAT_SL_4 2 2 0.50 3 0.50 5 PAT_SL_5 2 3 0.50 4 0.50 ADDITIONAL LOADS: Dx Conc No. Add Surf Basic Load FY Add Id Id Load Type W1 W2 Dxl Dx2 .. Dist 12 1 0 U_SNOW D -35.0 -35.0 0.0 25.3 2 0 U SNOW D -35.0 -35.0 25.3 50.3 Job No I M9133 X Customer STEEL VISION CONSTRUCTION, Date Descriptionj MONKEY BARS Desi 0 3 0 U_SNOW D -35.0 -35.0 50.3 75.3 4 0 U_SNOW D -35.0 -35.0 75.3 100.3 5 2 WINDL R 4.0 0.0 0.0 31.7 6 2 WINDR R 4.0 0.0 0.0 31.7 7 4 WINDL R 2.1 0.0 100.3 25.0 8 4 WINDR R 2.1 0.0 100.3 25.0 9 2 SEISL R 6.4 0.0 0.0 31.7 10 2 SEISR R 6.4 0.0 0.0 31.7 11 4 SEISL R 6.0 0.0 100.3 25.0 12 4 SEISR R 6.0 0.0 100.3 25.0 RIGID FRAME 41: --------------- BASIC LOADS: Dead Coll Live Snow Rain 2.5 3.0 12.0 35.0 0.0 Basic Defl Temperature Wind Ratio Change 28.5 0.44 0 BASIC LOADS AT EAVE: Seismic Weak _Axis L Weak _Axis R --Torsion----EW-Brace- Load Wind Seis Wind Seis Wind Seis Wind Seis 2.44 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 WIND COEFFICIENTS: Surf--Wind-1--- --Wind-2 --- Long_Wind Surface Id Left Right Left Right 1 2 Friction 1 0.22 -0.47 0.58 -0.11 -0.63 -0.63 0.00 2 -0.87 -0.55 -0.51 -0.19 -0.87 -0.55 0.00 3 -0.47 0.22 -0.11 0.58 -0.63 -0.63 0.00 By page 40 Of 53 S/ AF DESIGN LOADS: -Load- ---Live-----Add-Snow- --Wind-l- --Wind- 2- Long Wind -- Aux -Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Lt Rt Lt Rt Lt Rt Long Id Coef 58 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 10 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 page 41 Of 53 ■- Customer STEEL VISION CONSTRUCTION, I Date 8� Deacriptionl MONKEY BARS Designed B AF Checked By 0 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 11 1.00 1.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0-00 12 1.00 1.00 0.00 0 0.00 0.00 0.00 0.00 0-00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 13 1.00 1.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 14 1.00 1.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 15 1.00 1.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.60 0.00 16 1.00 1.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 17 1.00 1.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.60 0.00 18 1.00 1.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0-00 19 1.00 1.00 0.75 0.00 0 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.0 20 1.00 1.00 0.75 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0-001 21 1.00 1.00 0.75 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.0 22 1.00 1.00 0.75 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 23 1.00 1.00 0.75 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.45 0.00 0.00 24 1.00 1.00 0.75 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.0 25 1.00 1.00 0.75 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.45 0.00 26 1.00 1.00 0.75 0.00 0.00 0 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 '00 27 1.00 1.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.0 28 1.00 1.00 0.00 0.00 0.75 0 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.0 29 1.00 1.00 0.00 0.00 0.75 0 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.0 30 1.00 1.00 0.00 0.00 0 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.0 31 1.00 1.00 0.00 0.00 0 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.45 0.00 0.0 32 1.00 1.00 0.00 0.00 0 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.0 33 1.00 1.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.45 0.0 34 1.00 1.00 0.00 0.00 0.75 0 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.0 35 0.60 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.0 36 0.60 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0'000.000.00 0.60 0.00 0.00 0.00 0.0 37 0.60 0.00 0.00 0.00 0.00 Page 42 of 53 Job No Nly iej _e/ A customer STEEL VISION CONSTRUCTION, �Date neocrintion MONKEY BARSsigned B AF o -- Checked By 0 0�- 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 38 0.60 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0. 00 39 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.60 0.00 0. 00 40 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.0 41 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.60 0. 00 42 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 43 1.06 1.06 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 44 1.06 1.06 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 45 1.04 1.04 0.75 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 46 1.04 1.04 0.75 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 47 1.04 1.04 0.00 0.00 0.75 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 48 1.04 1.04 0.00 0.00 0.75 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 49 0.54 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 50 0.54 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 70 51 1.06 1.06 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.7 52 1.06 1.06 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 52 53 1.04 1.04 0.75 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0. 52 54 1.04 1.04 0.75 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.5 55 1.04 1.04 0.00 0.00 0.75 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.5 56 1.04 1.04 0.00 0.00 0.75 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.7 57 0.54 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.7 58 0.54 0.00 0.00 0.00 0.00 0 0.00 RIGID FRAME #2: --------------- BASIC LOADS: Basic Defl Temperature Dead Coll Live Snow Rain Wind Ratio Change 2.5 3.0 12.0 35.0 0.0 28.5 0.44 BASIC LOADS AT SAVE: Seismic Weak Axis L Weak -Axis _R --Torsion-- --EW-Brace- Load -EW- Brace-Load Wind Seis Wind Seis Wind Seis Wind Seis W, page 43 Of 53 Job No M9733 Customer) STEEL VISION CONSTRUCTION, Date 6/21/2014 Description MONKEY BARS Designed By AF Checked By 1.44 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 WIND COEFFICIENTS Surf --Wind 1 --- --Wind 2--- Long_Wind Surface Id Left Right Left Right 1 2 Friction 1 0.43 -0.61 0.79 -0.25 -0.63 -0.63 0.00 2 -1.25 -0.71 -0.89 -0.35 -0.87 -0.55 0.00 3 -0.61 0.43 -0.25 0.79 -0.63 -0.63 0.00 DESIGN LOADS: -Load- ---Live-----Add-Snow- --Wind-l- --Wind-2- Long_Wind -- Aux-Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Lt Rt Lt Rt Lt Rt Long Id Coef 68 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 10 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 11 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 12 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 13 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 14 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 15 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 16 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.60 0.00 0.00 0 0.00 17 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 18 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.60 0.00 0 0.00 19 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 20 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 Page 44 Of 53 Date Designed By' AF Checked By 00 0 00 0 00 0 00 21 1.00 1.00 0.75 Job No M9'/33 O WIDescri 0.00 0.00 0.45 Q.0U Customer STEEL VISION lon BARS 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 MONKEY Page 44 Of 53 Date Designed By' AF Checked By 00 0 00 0 00 0 00 21 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 Q.0U 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 22 1.00 1.00 0.75 0 0.00 23 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 24 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.45 0.00 0.00 0 0.00 25 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.45 0.00 26 1.00 1.00 0 0.00 27 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 28 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 29 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 30 1.00 1.00 0.00 0 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 31 1.00 1.00 0.00 0 0.00 0.00 0.00 0.75 0 0.00 0.00 0.00 0.00 0.00 0.00-0.45 0.00 0.00 32 1.00 1.00 .00 0 0.00 33 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 34 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.45 0.00 0 0.00 35 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 36 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 37 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 38 0.60 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 39 0.60 0.00 0 0.00 40 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.60 0.00 0.00 0 0.00 41 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.60 0.00 42 0.60 0.00 0.00 .00 0 0.00 43 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 44 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 45 1.04 1.04 0 0.00 46 1.04 1.04 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 47 1.04 1.04 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 Page 45 Of 53 Job No M9733 Customer STEEL VISION CONSTRUCTION, Date 8/21/2014 m Description MONKEY BARS Designed 8 AF Checked By 48 1.04 1.04 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 49 0.54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 50 0.54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 51 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 52 1.04 1.04 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 53 1.04 1.04 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 54 0.54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 55 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 56 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 57 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 58 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 59 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 60 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 61 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 62 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 63 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 64 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 65 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 -1.00 66 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 -1.00 67 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 -1.00 68 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 -1.00 AUXILIARY LOADS: No. Aux Aux NO. Add Load Aux Id Name Load Id Coeff 5 1 F2PAT_SL_l 1 1 0.50 2 F2PAT_SL_2 1 4 0.50 3 F2PAT_SL_3 2 1 0.50 2 0.50 4 F2PAT_SL_4 2 2 0.50 3 0.50 5 F2PAT_SL_5 2 3 0.50 4 0.50 Page 46 Of 53 Job No M9733 Customer STEEL VISION CONSTRUCTION, Date 8/21/2014 Description MONKEY BARS Designed 8 AF Checked By ADDITIONAL LOADS: ----- Foundation_Loads(k )----- --------- ----------------- No. Add Surf Basic Load Col Line Fx Fy - Mom Dx Dy .. Conc Add Id Id Type Type Base _Plate Len ----- W1 W2 ----- 7 Co Dll D12 .. Dist 4 1 2 U_SNOW D -0.45 4 -0.45 0.080 6.00 0.00 20.07 2 2 U_SNOW D -0.45 1 -0.45 0.080 12.1 20.07 40.14 3 2 U_SNOW D -0.45 -0.45 0.080 40.14 60.21 4 2 U SNOW D -0.45 16 -0.45 0.080 4 60.21 80.28 _M9733A-------------- Reactions, -Anchor _Bolts, -&- Base -Plates: -8/21/14-----2:28pm- ----------------------------------------------------------------------------- 4* Frame Lines:4 5 6 LOAD COMBINATIONS: ------------------ Id Combination ---- ------------------------------ 1 DL+CL+SL 2 0.60DL+0.60WL1 3 1.04DL+1.04CL+0.75SL-0.52LnSeis 4 0.60DL+0.60LnWndl ----- Foundation_Loads(k )----- --------- ----------------- Fraise Line Col Line Max Id -POs Horz - Val Vert Max_Neg_Val Id Horz Vert Anc._Bolt No. --- Diam ----- Width ----- Base _Plate Len ----- Thick ----- ----- 7 ------ C -- 15 ----- 4.4 ----- -5.1 -- 16 ----- -4.0 ----- -3.5 4 0.750 6.00 8.00 0.375 1 0.0 12.1 15 4.4 -5.1 7 D 17 4.1 -4.3 16 -3.7 -2.9 4 0.750 6.00 8.00 0.375 1 0.0 10.2 17 4.1 -4.3 7 E 15 3.8 -5.1 16 -3.5 -3.5 4 0.750 6.00 8.00 0.375 1 0.0 12.0 15 3.8 -5.1 ----- ----- ----- ----- ----- 4* ------ F -- 1 ----- 21.6 ----- 43.2 -- 2 ----- -8.8 ----- -12.7 --- 4 0.750 8.00 12.00 0.375 4* B 3 5 17.8 7.5 43.3 -8.1 4 1 -2.5 -21.6 -19.3 44.0 4 0.750 10.00 12.00 0.375 7 F 3 6 -17.8 5.3 46.9 5.7 4 7 3.2 -3.6 -23.8 -3.5 4 0.750 6.00 14.00 0.375 8 3.4 8.3 2 -2.8 -4.4 7 B 9 2.7 -0.8 10 -1.8 -1.3 4 0.750 6.00 11.00 0.375 11 -0.1 5.5 4 -1.4 -2.1 7 E 5 0.0 -9.4 5 0.0 -9.4 4 0.750 6.00 8.00 0.375 12 0.0 12.3 7 D 2 0.0 -5.4 2 0.0 -5.4 4 0.750 6.00 8.00 0.375 13 0.0 11.6 7 C 2 0.0 -4.8 2 0.0 -4.8 4 0.750 6.00 8.00 0.375 ----- ------ 14 -- 0.0 ----- 12.2 ----- -- ----- ----- --- ----- ----- ----- ----- ----------------------------------------------------------------------------- 4* Frame Lines:4 5 6 LOAD COMBINATIONS: ------------------ Id Combination ---- ------------------------------ 1 DL+CL+SL 2 0.60DL+0.60WL1 3 1.04DL+1.04CL+0.75SL-0.52LnSeis 4 0.60DL+0.60LnWndl .= Job No M9733 Customer STEEL VISION CONSTRUCTION x (DeScriptionj MONKEY BARS 5 0.60DL+0.60WR1 6 DL+CL+0.60WR1 7 0.60DL+0.60WL2 8 DL+CL+0.75SL+0.45WR2 9 0.60DL+0.60WR2 10 DL+CL+0.60WL1 11 DL+CL+SL/2+F2PAT_SL_2 12 DL+CL+SL/2+F2PAT_SL_3 13 DL+CL+SL/2+F2PAT_SL_4 14 DL+CL+SL/2+F2PAT SL 5 15 0.60DL+0.60WR2+0 60W5 16 0.60DL+0.60WP+0.60LnWnd2 17 0.60DL+0.60WR1+0.60WS Page 47 Of 53 Date 8/21/2014 Designed B AF Checked By M9733A Bracing Reactions Report: 8/21/14 2:28pm BUILDING BRACING REACTIONS: --------------------------- ------Reactions(k ) Panel ---Wall-- Col ----Wind---- --Seismic--- Shear Loc Line Line Horz Vert Horz Vert (lb/ft) ---- ----------- ----- ----- ----- ------------ L_EW 3 No Bracing Used 0 F SW B 3 ,4 17.34 19.91 14.81 17.00 R_EW 7 Rigid Frame At Endwall B_SW F 4 ,3 14.26 12.62 14.29 12.65 M9733A Additional Reactions Report 8/21/14 2:28pm Rigid Frame Column Reactions ---------------------------- Frame Col ---Dead--- Collateral ---Live--- ---Snow--- -Wind Li -- Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 4* F 2.1 5.1 1.5 3.0 6.2 12.0 18.0 35.1 -16.8 -26.3 4* B -2.1 5.6 -1.5 3.0 -6.2 12.1 -18.0 35.4 6.3 -23.7 Frame Col -Wind R1-- -Wind L2-- -Wind R2-- -LnWind 1- -LnWind 2- Frame Col ---Dead--- Customer I STEEL VISION CONSTRUCTION Horz o 7 IDescriptionj MONKEY BARS ----- 0.0 ----- 1.0 7 I IEVA. 0.0 0.8 7 E 0.0 1.4 7 Line Line Horz Vert Horz Vert Horz Vert 4* F 1.4 -12.4 -14.9 -15.9 3.4 -2.1 4* B 14.6 -19.1 4.4 -13.3 12.7 -8.8 Frame Col Seismic -L- Seismic -R- Ln_Seismic Line ----- Line ------ Horz Vert Horz Vert Horz Vert 4* F ----- -2.8 ----- -1.6 ----- 2.8 ----- ----- 1.6 0.0 ----- -16.4 4* B -2.1 1.6 2.1 -1.6 0.0 -22.1 Frame Col ---Dead--- Line ----- Line Horz Vert 7 ------ F ----- 0.0 ----- 1.0 7 B 0.0 0.8 7 E 0.0 1.4 7 D 0.0 1.3 7 C 0.0 1.4 Frame Col Line Line 7 F 7 B 7 E 7 D 7 C Frame Col Line Line 7 F 7 B 7 E 7 D 7 C Frame Col Line Line 7 F 7 B 7 E 7 D 7 C -Wind Rl-- Horz Vert 8.9 7.4 3.2 -4.1 0.0 -17.0 0.0 -3.1 0.0 -4.2 Seismic_L- Horz Vert -2.4 -3.6 -0.5 1.0 0.0 4.2 0.0 -0.7 0.0 -0.9 F2PAT_SL_4 Horz Vert 0.0 -0.2 0.0 -0.2 0.0 2.2 0.0 5.1 0.0 2.2 4* Frame Lines:4 5 6 Collateral ---Live--- Horz Vert Horz Vert ----- 0.0 ----- 0.3 ----- 0.0 ----- 1.4 0.0 0.4 0.0 1.4 0.0 0.8 0.0 3.3 0.0 0.8 0.0 3.0 0.0 0.8 0.0 3.3 -Wind_L2-- Horz Vert -6.0 -6.8 -1.6 -2.3 0.0 -2.3 0.0 -7.3 0.0 -7.7 Seismic_R- Horz Vert 2.4 3.6 0.5 -1.0 0.0 -4.2 0.0 0.7 0.0 0.9 F2PAT_SL_5 Horz Vert 0.0 0.0 0.0 2.0 0.0 -0.3 0.0 2.2 0.0 5.1 -Wind R2-- Horz Vert 7.5 8.8 4.6 -2.1 0.0 -14.3 0.0 -0.2 0.0 -2.5 F2PAT_SL_1 Horz Vert 0.0 2.2 0.0 0.0 0.0 2.7 0.0 -0.3 0.0 0.0 Page 48 Of 53 Date 8/21/2014 j Designed By AF Checked Byl Horz Vert -6.2 -37.2 7.4 -45.3 Horz Vert -2.4 -28.5 2.0 -35.5 ---Snow--- -Wind L1-- Horz ----- Vert Horz Vert 0.1 ----- 4.0 ----- -4.6 ----- -8.3 -0.1 4.1 -3.0 -4.2 0.0 9.7 0.0 -5.0 0.0 8.9 0.0 -10.2 0.0 9.7 0.0 -9.4 -LnWind_1- Horz Vert 2.9 -2.5 -2.3 -4.4 0.0 -7.5 0.0 -6.7 0.0 -4.7 F2PAT_SL_2 Horz Vert 0.0 0.0 0.0 2.2 0.0 0.0 0.0 -0.3 0.0 2.6 -LnWind2- Horz V_ert 2.3 -2.5 -2.5 -3.1 0.0 -3.8 0.0 -4.5 0.0 -2.4 F2PAT_SL_3 Horz Vert 0.0 1.9 0.0 0.1 0.0 5.2 0.0 2.2 0.0 -0.3 3 Page 49 Of 53 .® Job No M9733 Customer STEEL VISION CONSTRUCTION, Date 8/21/2014 o Description MONKEY BARS Designed 8 AF Checked By Endwall Column Reactions ------------------------- Frame Col Dead Coll Live Snow Wind Ll Wind R1 Wind L2 Wind R2 Line Line Vert Vert Vert Vert Vert Vert Vert Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- ---- 7 C 1.3 0.9 4.5 9.9 -5.6 -9.8 -5.6 -9.8 7 D 1.1 0.7 3.8 8.4 -4.8 -8.3 -4.8 -8.3 7 E 1.3 0.9 4.5 9.9 -5.6 -9.8 -5.6 -9.8 Frame Col Wind_P Wind_S LnWindl LnWind2 Seis_L Seis_R-E2PAT_SL_1- Line Line Horz Horz Vert Vert Vert Vert Horz Vert _____ ____ _____ _____ _____ _____ _____ _______ ----- 7 C -6.6 7.3 -7.1 -7.1 -0.1 0.1 0.0 2.8 7 D -6.2 6.8 -6.0 -6.0 -0.1 0.1 0.0 -0.4 7 E -5.8 6.4 -7.1 -7.1 -0.1 0.1 0.0 0.1 Frame Col-E2PAT_SL_2--E2PAT_SL_3--E2PAT_SL_4--E2PAT_SL_5- Line Line Horz Vert Horz Vert Horz Vert Horz Vert _____ ____ _____ _____ _____ _____ _____ _____ _____ ----- 7 C 0.0 0.1 0.0 5.2 0.0 2.1 0.0 -0.2 7 D 0.0 -0.4 0.0 2.1 0.0 5.1 0.0 2.1 7 E 0.0 2.8 0.0 -0.2 0.0 2.1 0.0 5.2 ------------------------------------------------------------------------------- -------------------------------------------------------------------------------- M9733A Seismic Design Report: 8/21/14 2:28pm Building Data ------------- Code Length Width Left Eave Height Right Eave Height Seismic Formula --------------- Base Shear, V =IBC 12 = 100.33 = 80.00 = 25.00 = 31.67 = 0.667*Ie*Fa*Ss*W/R Shear Force, E = Rho*V (Rigid frame, endwall frame, wind bent, wind column & base reactions) Shear Force, Em = Omega*V (Wall diagonal bracing, splice at rigid frame & wind bent knee) Note: Applied load is seismic force multiplied by load combination Page 50 Of 53 ®' XCustomer a Job No I M9733 Rho= STEEL VISION CONSTRUCTION Description MONKEY BARS Date Designed B} Checked By Fa*Ss = 0.643 Rho= 1.30 Cs = 0.1319 Zone/Design Category= D W = 120.92 (k ) Ie = 1.000 = 15.95 (k ) Force, E Seismic Dead Load, W Sidewall Bracing -------------------- Snow Factor = 0.200 3.25, Rho= 1.30, Omega= 2.00 Cs = Roof Snow = 35.00 (psf ) W = 112.25 (k ) Roof Dead+Collat = 5.50 14.81 (psf ) Force, Em = Frame Dead = 2.00 (psf ) E = 19.24 (k ) Roof Total 14.50 3.25, (psf ) Weight= 116.39 (k ) L_EW Dead = 2.00 (psf ) Weight= 2.27 (k ) (k ) F_SW Dead = 2.00 14.29 (psf ) Weight= 3.18 Force, (k ) R_EW Dead = 2.00 (psf ) Weight= 2.27 (k ) (k ) B_SW Dead = 2.00 (psf ) Weight= 2.51 (k ) 3.50, Rho= 1.30 Total = 126.61 (k ) Seismic Forces -------------- Roof Bracing R = 3.25, Rho= 1.30 Cs = 0.1319 W = 120.92 (k ) Force, V = 15.95 (k ) Force, E = 20.73 (k ) Sidewall Bracing Front R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1319 W = 112.25 (k ) Force, V = 14.81 (k ) Force, Em = 29.61 (k ) Force, E = 19.24 (k ) Back R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1319 W = 108.37 (k ) Force, V = 14.29 (k ) Force, Em = 28.59 (k ) Force, E = 18.57 (k ) Rigid Frames R = 3.50, Rho= 1.30 Cs = 0.1225 Frame 1 W = 30.65 (k ) Force, V = 3.76 (k ) Force, E = 4.88 (k ) Frame 2 W = 18.09 (k ) Force, V = 2.22 (k ) Force, E = 2.88 (k ) End Plates Frame R = 3.50, Omega= 3.00 t Page 53 Of 53 Job No M9733 Customer STEEL VISION CONSTRUCTION, Date 8/21/2014 ® Description MONKEY BARS Designed By AF Checked By; Al Zee Sections (Desi an Specification: 2001 AISI) Cee Sections (Design Specification: 2001 AISI) Eave Sections (Designs Specification: 2001 AISI) 1 � 1 _ 0 T I- J DIMENSIONS SECTION PROPERTIES SECTION D BT BB L Ql R Thk. Fy WT REA Ix Sx Rx Iy Sy Ry in. ksi (f int in4 in3 in in4 in3 in 8Z 16 8.0 12.313 2.4381 0.794 60 0.250 10.0598 55.00 2.82 0.830 7.82 1.94 3.07 1.08 0.39 1.14 8Z 15 8.0 2.313 2.438 0.808 60 0.250 0.0673 55.00 3.17 0.930 8.78 2.18 3.07 1.22 0.44 1.14 8Z 14 8.0; .0 2.313 2.438 0.822 60 0.250 0.0747 55.00 3.52 1.030 9.73 2.41 3.07 1.35 � 0.49 1.14 8Z13 8.0 2.3L3 2.438 1 0.849 60 0.250 0.0897 55.00 4.22 1.240 11.63 2.88 3.06 1.64 0.59 1.15 8Z 12 8.0 2.313 2.438 0.877 60 0.250 0.1046 55.00 4.93 1.450 13.50 3.35 3.05 1.92 0.69 1.15 1 GROSS PROPERTIES DIMENSIONS REDUCED SECTION PROPERTIES = 55 ksi TOP FLANGE .COMPRESSION SECTION PROPERTIES SECTIO N D L THIC in, in. in. SECTION D B R L Thk. in. FY ksi WT plf AREA int Ix in4 Sx in3 Rx in Iy in4 Sy in3 Ry in 8C16 8.0 3.0 0.188 0.556 0.0598 55.00 2.95 0.87 8.55 2.14 3.14 0.94 0.43 1.04 8C15 1 8.0 3.0 0.188 0.575 0.0673 55.00 3.32 0.98 9.60 2.40 3.14 1.06 0.48 1.04 8C14 1 8.0 3.0 0.188 0.592 0.0747 55.00 3.68 1.08 10.63 2.66 3.13 1.18 0.54 1.04 8C13 1 8.0 3.0 0.138 0.629 0.0897 55.00 4.42 1.30 OZ14 10.03.500 3.500 0.988 60 0.188 0.0747 55.00 4.70 1.380 21.29 4.26 3:92 3.95 1.00 1.69 IOZ12 10.03.500 3.500 1.106 60 0.188 0.1046 55.00 6.62 1.950 29.82 5.96 3.91 5.79 1.45 1.72 GROSS PROPERTIES DIMENSIONS REDUCED SECTION PROPERTIES = 55 ksi TOP FLANGE .COMPRESSION SECTION PROPERTIES SECTIO N D L THIC in, in. in. SECTION D B R L Thk. in. FY ksi WT plf AREA int Ix in4 Sx in3 Rx in Iy in4 Sy in3 Ry in 8C16 8.0 3.0 0.188 0.556 0.0598 55.00 2.95 0.87 8.55 2.14 3.14 0.94 0.43 1.04 8C15 1 8.0 3.0 0.188 0.575 0.0673 55.00 3.32 0.98 9.60 2.40 3.14 1.06 0.48 1.04 8C14 1 8.0 3.0 0.188 0.592 0.0747 55.00 3.68 1.08 10.63 2.66 3.13 1.18 0.54 1.04 8C13 1 8.0 3.0 0.138 0.629 0.0897 55.00 4.42 1.30 12.71 3.18 3.13 1.42 0.65 1.04 8C12 8.0 3.0 0.188 0.728 0.1046 55.00 5.20 1.53 14.90 3.72 3.12 1.72 0.80 1.06 12C14 10.0 3.5 0.188 1.092 0.0747 55.00 4.70 1.38 21.08 4.22 3.91 2.33 0.94 1.30 lOCl2 ]0.0 3.5 0.188 L228 0.1046 55.00 6.62 1.95 29.47 5.89 � 3.89 3.33 1.36 1.31 GROSS PROPERTIES REDUCED SECTION PROPERTIES = 55 ksi TOP FLANGE .COMPRESSION BOT. FLANGE COMPRESSION SECTIO N D L THIC in, in. in. WT If A int Ix in4 y in, Ix Sx in4 in3 y in. Ix in4 Sx m3 8E14 8.0 0.950 0.0747 4.70 1.380 15.01 4.15 12.55 2.73 3.85 11.92 2.68 8E12 8.0 1.100 0.1046 6.62 1.950 20.89 4.16 1 18.69 4.19 3.84 17.92 4.20 10E14 �10.0� 0.950 0.0747 5.17 1.520 24.66 5.20 2006 3.40 4.80 19.26 3.43 IOE12 �10.01 1.100 0.1046 7.25 2.130 34.08 5.24 31..07 5.61 4.76 29.43 5.62